HomeMy WebLinkAboutAgenda Packet - EVWD Board of Directors - 09/23/2008EastValley
Water District
3654 HIGILAND AVE., SUITE #12, HIGHLAND, CA
REGULAR BOARD MEETING September 23, 2008 2:30 P.M.
AGENDA
"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;
dc;partmenizl investigation, will be considered by the Board of Directors".
CALL TO ORDER
PLEDGE OF ALLEGIANCE
Public Continents
2. Approval of Agenda
CONSENT CALENDAR
Approval of Board Meeting Minutes for September 9, 2008
4. Accounts Payable Disbursements: Accounts Payable Checks 216298 through 216472 were
distributed August 29, 2008 through September 17, 2008 in the amount of $1,138,945.75.
Payroll Checks for period ending August 31, 2008 and September 12, 2008 included checks and
direct deposits, in the amount of $7,251.08 and $184,478.02. Total Disbursements for the period
were $1,508,380.74.
5. Review and Approval of General Manager's Expense Report.
OLD BUSHNESS
6. Discussion and possible action regarding the District's Water Quality Conference
Discussion and possible action regarding Professional Services Agreement between East Valley
Water District and Fieldman, Rolapp and Associates for financial consulting services
8. Headquarters Project Review and Update
NEW BUSINESS
Discussion. and possible action regarding the 2009 Inland Empire Solar Challenge
10. Discussion. and possible action regarding setting a date for the District's fall tour.
11. Discussion and possible action regarding Plant 134 Upgrade and Expansion: Preliminazy Design
Report
REPORTS
12. General Manager/Staff Reports
13. Consultant Reports
14. Committee Reports:
a. Legislative (Standing)
b. Budget (Standing) -Minutes for September 2, 2008
c. Public Outreach (Standing)
d. Headquarters Committee (Ad-Hoc)
15. Oral comments from Board of Directors
CORRESPONDENCE
16. E-mail of appreciation from Arnie Lewin, Governor's Office of Emergency Services regarding
District employee, Gary Sturdivan
MEETINGS
1'7. Association of the San Bernardino County Special Districts membership meeting hosted by the
Hi-Desert Water District, Helen Gray Education Center, Joshua Tree, October 20, 2008
2
CLOSEll SESSION
18. CONFERENCE WITH REAL PROPERTY NEGOTIATOR
[Government Code Section 54956.8]
Property: 22+/- Acres of V acant Land
North of Third Street, East of
Sterling Ave, South of 5~' 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
ANNOUNCEMENT OF CLOSED SESSION ACTION
ADJOURN
Pursuant to Government Code Section 54954.2(a), any request for adisability-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.
Subieci to approval
EAST VALLEY WATER DISTRICT September 9, 2008
REGULAR BOARD MEETING
MINUTES
President Goodin called the meeting to order at 2:32 p.m. Director Sturgeon led the flag
salute.
PRESENT: Directors: Goodin, Le Vesque, Morales, Sturgeon, Wilson
ABSENT: None
STAFF: Robert Martin, General Manager; Brian Tompkins, Chief Financial
Officer; Ron Buchwald, District Engineer; Justine Hendricksen,
Administrative Manager
LEGAL COUNSEL: Steve Kennedy
GUES"C (S): Charles Roberts (Highland Community News), Jim Cimino
(Cimino Realty), Larry Malmberg
APPROVAL OF AGENDA
M/S/C (Wilson-Levesque) that the September 9, 2008 agenda be approved as
submitted.
PUBLIC PARTICIPATION
Mr. Malmberg stated that he was proud to be attending the board meeting.
There Iteing no further verbal or written comments the public participation section was
closed.
APPROVAL OF SPECIAL BOARD MEETING MINUTES FOR AUGUST 18,
2008
M/S/C (Wilson-Levesque) that the August 18, 2008 Special Board Meeting
Minutes be approved as submitted.
APPROVAL OF BOARD MEETING MINUTES FOR AUGUST 26, 2008
M/S/C (Wilson-Levesque) that the August 26, 2008 Board Meeting Minutes be
approved as submitted.
Minutes September 9, 2008
RESOLUTION 2008.19 - A RESOLUTION OF THE BOARD OF DIRECTORS
OF THE EAST VALLEY WATER DISTRICT NOTICES OF COMPLETION
EXECUTED BY THE DISTRICT FOR CONSTRUCTION OF A 10" THICK, 50'
X 50' CONCRETE PAD FOR PLANT 40 LOCATED IN THE CITY OF
HIGHLAND
M/S/C (Wilson-Levesque) that Resolution 2008.19 be approved.
DISBURSEMENTS
M/S/C (Wilson-Levesque) that General Fund Disbursements #216093 through
#216297 were distributed during the period of August 20, 2008 through September 4,
2008, in the amount of $1,042,996.16 and Payroll Fund Disbursements for the period
ended August 15, 2008 in the amount of $189,018.23 totaling $1,232,014.39 be
approved.
REVIEW AND APPROVAL OF THE GENERAL MANAGER'S EXPENSE
REPORT
M/S/C (Wilson-Levesque) that the General Manager's expense report be
approved as submitted.
HEADQUARTERS PROJECT REVIEW AND UPDATE
The General Manger stated that the District's headquarters project was unanimously
approved as submitted at the DRC meeting on September 4`h; that the building permit
should be issued around the end of October. The General Manager stated that there are a
number of items that need to be completed in order to move forward with the project.
Preparation for bidding the project
^ Financing packages
Construction management services
Rate hearing
^ Opening of bids submitted
^ Award of contract
President Goodin would like to know when the board would be interested in having a
groundbreaking ceremony for the project. The General Manager stated that a number of
items would need to be addressed prior to a groundbreaking ceremony.
President Goodin offered his appreciation to the board and staff for their participation and
support on the headquarters project.
2 Minutes September 9, 2008
DIRECTORS' FEES AND EXPENSES FOR AUGUST 2008
The General Manager stated that two Directors inadvertently used incorrect expense
forms for their August reporting.
President Goodin requested that the two Directors submit new expense forms with the
correct totals and the District would recycle any old forms.
M/S/C (Levesque-Morales) that the Directors' Fees and Expenses for August
2008 be approved with the stated corrections.
REVIEW AND POSSIBLE ACTION REGARDING THE APPROVAL OF THE
WATER SUPPLY ASSESSMENT PREPARED FOR THE GREENSPOT
VILLAGE AND MARKET PLACE
The General Manager stated that any large project must undergo a water supply
assessment study; that the project is on the north side of 5`h street and west of Webster;
that the report was prepared by CDM; that he recommends the board approve the study.
Director Levesque would like to know who is responsible for the cost of the report. The
Creneral Manager stated that the District initially pays for the study but the developer
reimburses the District.
M/S/C (Levesque-Wilson) that the Water Supply Assessment for the Greenspot
Village and Market Place be approved.
GENERAL MANAGER /STAFF REPORTS
The General Manger reported on the District's operations to date; that the District will be
participating in the City of Highland's "Discover Highland Night" this Saturday; that
there has been extensive meetings that have taken place regarding the allocation of the
State Water Project; that the producers want 1500 acre feet of water spread throughout
the Waterman Basin, Mill Creek, and Yucaipa and they have requested that the San
Bernardino Valley Municipal Water District pay the cost; that their board has approved
the request; that the basin needs supplemental water and that Muni will use credits
accumulated; that Muni is responsible for bringing water into the basin but discussions as
to who will pay for the water are under review; The General Manager stated that there
will be major policy decisions approaching and he will keep the Board abreast of the
situation.
Mr. Tompkins stated that a new automated "Quick Pay" system has been added to one of
the payment options for customers; that this option has shown a 30% decrease in
customer calls.
A special board meeting has been scheduled for October 14`h, 2008 at 8:30 a.m.
3 Minuces September 9, 2008
CONSULTANTS REPORTS
No reports at this time.
COMMITTEE REPORTS
a. Budget (Standing)
b. Legislative (Standing) -Minutes for July 17, 2008
c. Public Outreach (Standing)
d. Headquarters Project (Ad-Hoc)
Director Levesque stated that the Budget committee had met and reviewed a list of items
and concerns; that they will be meeting again in the near future.
Vice President Wilson stated that he is concerned with the committee structure; that he
suggests special meetings be called so all Directors can participate; that an example was
the most recent budget committee meeting where all of the directors were present but
only two could participate.
Director Morales stated that the Legislature has not passed a state budget as of today.
President Goodin restructured the Legislative committee. Director Sturgeon will replace
Director Levesque on the Legislative committee.
Director Morales stated that the Mayor's office would like to coordinate press releases
with the District relating to the headquarters project.
ORAL, COMMENTS FROM BOARD OF DIRECTORS
Director Morales stated that he had attended the Special District's Finance Seminar last
week; that the workshops were very fast paced and provided very informative
information and documentation.
Director Levesque appreciates the new auto payment processing options that are
available to the District's customers.
Director Sturgeon stated that he recently ran into Larry Libeu and he sends his regards to
the District; that the Metropolitan Water District is reviewing current investments and an
agreement with the State of Arizona to import water for fifteen years.
4 Minutes September 9, 2008
President Goodin reiterated his appreciation to the Board and staff for their participation
and support on the headquarters project; that the 7`b annual 9/11 event will be held at
Norton Air Force Base; that he will be out of town until Sunday.
WATER EDUCATION FOUNDATION'S RUSSIAN RIVER TOUR, SANTA
ROSA, OCTOBER 2-3, 2008
The Board took afive-minute break at 3:17 p.m.
CLOSED SESSION
The Board entered in Closed Session at 3:22 p.m. as provided in the California Open
Meeting Law, Government Code Section 54945.9(a), to discuss those items listed on the
agenda.
ADJOURN TO REGULAR SESSION
ANNOUNCEMENT OF CLOSED SESSION ACTIONS
The Board returned to regular session at 4:02 p.m. The items listed on the agenda were
discussed in closed session with no reportable action being taken.
ADJOURN
The meeting was adjourned at 4:02 p.m. until the next regularly scheduled Board
Meeting on September 23, 2008.
Donald D. Goodin, President
Robert E. Martin, Secretary
5 Minutes September 9, 2008
East Valley
Water District
Beard Memarandum Date: September 23, 200£3
Front: Brian W. Tompkins /Chief Financi Officer
Subject: Disbursements.
Recommendation:
Approve the attached list of accounts payable checks and
payroll issued during the period August 29, 2008 through
September 17, 2008.
Background:
Accounts payable checks are shown on the attached listing and include numbers 216298 to 2164'72 for
A total of $1,138,945.75.
The source of funds for this amount is as follows:
Unrestricted Funds $1,138,945.75
Payroll disbursed was for the period ended August 29, 2008 and included checks and direct deposits
Totalinc; $ 177,705.89.
Payroll disbursed was for the period ended September 12, 2008 and included checks and direct
deposits totaling $184,478.02.
Director payroll disbursed was for the period ended August 31, 2008 and included checks and direct
deposits for a total of $7251.08.
Total disbursements $1,508,380.74.
Date: Wednesday, September 17, 21
Time: 03:59PM
User: KATHY
Bank Account: Citizens Business Bank
East Valley Water District
Check Register -Standard
As of: 9/17/2008
13110 00-00.000.0-000-00-00 Page:
Report:
Company: 1 of 4
20600.rpt
EVWD
Check r JI 7n Check Payee Clear Period
Nbr Tp Tp Date ID Payee Name Date Post Amount
000001 --~ - 216297 Missing
216298 AP CK 9/10/2008 ADVODI ADVANCED TELEMETRY SY: 9/15/2008 03-OB 48,787.31
216299 AP CK 9/10/2008 AIR005 AIRGAS WEST 9/16/2008 03-OS 410.87
216300 AP CK 9/10/2008 AME004 AMERICAN PRIDE PRINTING 03-08 674.62
216301 AP CK 9/10/2008 AME017 AMERICAN SOLUTIONS FOR 03-08 1,080.29
216302 AP CK 9/10/2008 AME019 AMERIPRIDE UNIFORM SER` 03-08 1,480.17
216303 AP CK 9/10/2008 ATT007 AT&T 03-08 23.70
216304 AP CK 9/10/2008 BAR074 BARRY'S SECURITY SERVIC 9/16/2008 03-OB 3,593.94
216305 AP CK 9/10/2008 BEN025 BENNETT-VICKI 03-OB 12.93
216306 AP CK 9/10/2008 BUT010 BUTAC-MICHAEL 03-OS 47.84
216307 AP CK 9/10/2008 CAM004 CAMP DRESSER & MCKEE 11 03-08 86,738.48
216308 AP CK 9/10/2008 CHA083 CHAVEZ-JUAN J 03-08 56.46
216309 AP CK 9/10/2008 CHE007 CHEM-TECH INTERNATIONA 03-08 2,447.55
216310 AP CK 9/10/2008 CRE001 CREST CHEVROLET 9/16/2008 03-08 206.04
216311 AP CK 9/10/2008 DEL045 DELTA DENTAL OF CALIFOR 9/16/2008 03-08 837.12
216312 AP CK 9/10/2008 DI6001 DIB'S SAFE & LOCK SERVICI 03-OS 17.06
216313 AP CK 9/10/2008 EAS003 East Valley Water District 9/11/2008 03-08 400.00
216314 AP CK 9/10/2008 ELI002 ELITE BOBCAT SERVICE, INt 03-08 160.93
216315 AP CK 9/10/2008 EVE001 EVERSOFT, INC 03-08 148.25
216316 AP CK 9!10/2008 EXP002 EXPERIAN 03-08 78.68
216317 AP CK 9/1 012 0 0 8 FA1002 FAIRVIEW FORD SALES,INC 03-08 126.95
216318 AP CK 9/10/2008 FIE009 SERVICES, INC-FIELD ASSE 03-OS 51.02
216319 AP CK 9/10/2008 FIR008 FIRST AMERICAN CORELOG 03.06 315.00
216320 AP CK 9/10/2008 G&8007 AUSTIN-GARY D 03-08 270.56
216321 AP CK 9/10/2008 GA6001 GABRIEL EQUIPMENT CO 9/16/2008 03-08 779.32
216322 AP CK 9/10/2008 GEN007 GENUINE PARTS COMPANY 9/16/2008 03-08 705.90
216323 AP CK 9/10/2008 GUE013 GUERRERO-LUIS 03-OB 62.87
216324 AP CK 9/10/2008 HAA001 HAAKER EQUIPMENT COMP. 03-08 514.74
216325 AP CK 9/10/2008 HAN030 HANSON-PAULINE 03-08 66.87
216326 AP CK 9/10/2008 HAT001 HATFIELD BUICK 03-08 58,235.98
216327 AP CK 9/10/2008 HER106 HERNANDEZ-RODOLFO 03-OB 52.40
216328 AP CK 9/10/2008 HIG023 CARWASH~HIGHIAND HANC 03-08 276.78
216329 AP CK 9/10/2008 HON003 HONEYFIELD-JAY CARL 03-OB 54.48
216330 AP CK 9/10/2008 IM6002 IMBERT-FRANK 9/16/2008 03-08 49.01
216331 AP CK 9/10/2008 IND005 INDUSTRIAL RUBBER & SUP 03-08 129.60
216332 AP CK 9/10/2008 INF005 INFOSEND, INC 9/16/2008 03-08 8,848.64
216333 AP CK 9/10/2008 INL005 INLAND WATER WORKS SUF 9/16/2008 03-OS 11,861.50
216334 AP CK 9/10/2008 JAC036 JACK HENRY & ASSOCIATEf 03-OB 2,641.60
216335 AP CK 9/10/2008 JOH068 JOHNSON-LOVELL 03-08 60.76
216336 AP CK 9/10/2008 JRF001 J.R. FREEMAN CO., INC 03-OS 1,826.94
216337 AP CK 9/10!2008 KAN004 KAN-KEVIN 03-OS 34.18
216338 AP CK 9/10/2008 KAT001 KATZ LANDSCAPING 9/15/2008 03-08 7,150.00
216339 AP CK 9/10/2008 KES001 SANDER A. KESSLER & ASSN 03.08 16,657.92
216340 AP CK 9/10/2008 K1H001 K & L PLUMBING SUPPLY 03-OB 69.70
216341 AP CK 9/10/2008 LAW003 LAWSON PRODUCTS,INC 03-OB 2,%32.42
216342 AP CK 9/10/2008 LDT001 TOPLIFF JR.-LES D 03-OS 213.28
216343 AP CK 9!70/2008 LOG004 BOB LOGAN 03-08 35.17
216344 AP CK 9/10/2008 MAL001 MALCOM ENTERPRISES 9/16/2008 03-08 34,(136.20
216345 AP CK 9/10/2008 MAT012 MATICH CORP 9/16/2008 03-08 1,fi80.98
216346 AP CK 9/1 D/2008 MCA001 MC ANDREWS & BOYD 9/16/2008 03-08 14,ft93.73
216347 AP CK 9/10/2008 MCF004 MCFADDEN-TRACY 03-08 39.67
216348 AP CK 9/10/2008 MIL001 MILOBEDZKI~JACEK 9/16/2008 03-OB 1,400.00
216349 AP CK 9/10/2008 MOS006 MOSES-JOSE 03-OS 51.44
216350 AP CK 9/10/2008 NV001 REALTY-NV ELITE 03-08 56.02
216351 AP CK 9/10/2008 OAK004 REALTY-OAK TREE 03-08 67.66
216352 AP CK 9/10/2008 OFF007 OFFICETEAM 9/15/2008 03-OB 3,ES42.00
216353 AP CK 9/10/2008 PAD010 PADILLA-JOE & ROSEMARY 03-08 94.10
216354 AP CK 9/10/2008 PER007 PERFORMANCE METERS INI 9/16/2006 03-OS 57 ~i65.75
hate: Wednesday, September 17, 21
Time: 03:59PM
User KATHY
Bank Account: Citizens Business Bank
East Valley Water District
Check Resister -Standard
As of; 9/17/2008
13110 00-00-000-0-000-00-00
Page: 2 of 4
Report: 20600.rpt
Company: EVWD
Check JI Tn Check Payee Clear Periotl
Mbr Tp Tp Date ID Payee Name Data Post ,4mount
216355 AP CK 9/10/2008 PER080 PEREZ-ARTURO 03-08 29.19
216356 AP CK 9/10/2008 PET025 PETE'S ROAD SERVICE INC 9/16/2008 03.08 519.53
216357 AP CK 9/10/2008 PIT001 PITNEY BOWES 03-OS 255.37
216358 AP CK 9/10/2008 PRE021 REALTY-PREMEIR NATIONA 9/16/2008 03-08 70.61
216359 AP CK 9/10/2008 PRU004 REAL EST-PRUDENTIAL SIG 03-08 57.59
216360 AP CK 9/10/2008 RAH003 BARMAN-ANIS 03-08 76.47
216361 AP ZC 9/10/2008 RAM077 RAMIREZ-MARIA 9/10/2008 03-08 0.00
216362 AP CK 9/10/2008 ROD073 RODRIGUEZ-OSCAR 03-OB 40.68
216363 AP CK 9/10/2008 ROO001 ROQUET PAVING 9/16/2008 03-08 28,821.56
216364 AP CK 9/10/2008 SAF005 COMPANY-SAFETY COMPLI 9/16/2008 03-OS 250.00
216365 AP CK 9/1 012 0 0 8 SOC004 SO CAL EDISON COMPANY 03-08 2,%23.33
216366 AP CK 9/10/2008 SYS002 SYSTEMS SOURCE, INC. 9/16/2008 03-OS 1,852.78
216367 AP CK 9/10/2008 TEE001 TEEL-JEFF 9/16/2008 03-08 61.90
216368 AP CK 9/10/2008 THO042 THORDSEN-DAVID 03-08 46.42
216369 AP CK 9/10/2008 UCN001 UCN/PAYMENT CENTER #54 9/16/2008 03-08 932.48
216370 AP CK 9/10/2008 UN1002 UNITED PARCEL SERVICE 03-08 34.00
216371 AP CK 9/10/2008 UTI001 UTILITY SUPPLY OF AMEBIC 03-08 814.25
216372 AP CK 9/70/2008 VER003 VERIZON WIRELESS 9/16/2008 03-08 219.81
216373 AP CK 9/10/2008 VIL044 VILLA-MARIBEL 03-OS 86.60
216374 AP CK 9/10/2008 VIS002 VISTA PAINTS 9/16/2008 03-OS 28.32
216375 AP CK 9/10/2008 VUL001 VULCAN MATERIALS COMPF 9/16/2008 03-08 424.57
216376 AP CK 9/10/2008 WES025 WESTCO REALTORS 03-08 31.90
216377 AP CK 9/10/2008 WIL096 WILLDAN FINANCIAL SERVIC 03-OB 9,316.00
216378 AP CK 9/10/2006 ZEE001 ZEE MEDICAL INC. 03-08 39.03
216379 AP CK 9/11/2008 ADV012 ADVANTAGE MAILING 9/15/2008 03-08 5,8/88.48
216380 AP CK 9/11/2008 KIW001 KIWANIS CLUB OF HIGHLAN 03-OS 25.00
216381 AP CK 9/11/2008 CMT002 CMTA, DALE BEICHER, CCN 03-OS 400.00
216362 AP CK 9/11/2006 USP007 U.S. POSTMASTER 03-08 2,:156.00
216383 AP CK 9/15/2008 ADV012 ADVANTAGE MAILING 03-OS 609.58
216384 AP CK 9/17/2008 ACW003 ACWA HEALTH BENEFITS AI 03-08 4,!342.32
216385 AP CK 9/17/2008 ADP002 ADP 03-OS 462.99
216386 AP CK 9/17/2008 ANG006 ANGEL-DELFINA 03-08 47.26
216387 AP CK 9/17/2008 ARM011 ARMSTRONG REALTY 03-OS 74.63
216388 AP CK 9/17/2008 ARR009 ARROWHEAD UNITED WAY 03-08 105.00
216389 AP CK 9/17/2008 BAR074 BARRY'S SECURITY SERVIC 03-08 4,213.16
216390 AP CK 9/17/2008 BAS009 BASIN WATER 03-08 107,!330.60
216391 AP CK 9/17/2008 BAT002 BATTEEN-JOHN W 03-OS 3,1155.00
216392 AP CK 9/17/2008 BON013 JOSEPH E BONADIMAN 03.08 7,843.00
216393 AP CK 9/17/2006 BRU001 BRUNICK, MCELHANEY 8 BE 03.08 6,043.75
216394 AP CK 9/17/2006 CAM004 CAMP DRESSER & MCKEE If 03-OB 59,'170.44
216395 AP CK 9/17/2008 CCH001 CCH INCORPORATED 03-08 259.00
216396 AP CK 9/17/2008 CHE007 CHEM-TECH INTERNATIONA 03-08 12,1194.55
216397 AP CK 9/17/2008 CIT018 CITISTREET 03-OB 8,375.50
216398 AP CK 9/17/2008 COL037 PIONEER REAL-COLDWELL 03-OS '148.73
216399 AP CK 9/17/2008 COU025 COUNTY OF SAN BERNARDI 03-OS 1,:113.00
216400 AP CK 9/17/2008 DEC010 DECKER-ELIZABETH 03.08 17.93
216401 AP CK 9/17/2008 DHL001 DHL EXPRESS (USA) INC. 03-08 47.26
216402 AP CK 9/17/2008 018001 DIB'S SAFE 8 LOCK SERVICE 03-08 '164.16
216403 AP CK 9/17/2008 EA5003 East Valley Water District 03-08 f>72.50
216404 AP CK 9/17/2008 ESB001 E.S. BABCOCK 8 SONS, INC 03.08 3,024.00
216405 AP CK 9/17/2008 FAC002 FACULTY PHYSICIANS AND 03-08 65.00
216406 AP CK 9/17/2008 FED001 FEDERAL EXPRESS 03-08 23.67
'116407 AP CK 9/17/2008 FER009 FERGUSON ENTERPRISES I 03-OS 62.27
216408 AP CK 9/17/2008 FRA001 FRANCHISE TAX BOARD 03-OS 10.00
216409 AP CK 9/17/2008 GAU002 GAUSLIN^ANTHONY E 03-08 30.46
216410 AP CK 9/17/2008 GEN007 GENUINE PARTS COMPANY 03-08 '114.87
216411 AP CK 9/17/2008 GIL002 GILBERT-TYRA M 03-08 '175.00
216412 AP CK 9/17/2008 GON076 GONZALEZ-HECTOR 03-OS 37.21
Date:
Time: Wednesday. September 17, 21
03:59PM
East Valley Water District Page:
Report: 3 of 4
20600.rpt
User. KATHY Check Resister -Standard Company: EVWD
As of: 9/17/2008
sank Account:
~ Citizens Business Bank 13110 00-00-000-0-000-00.00
Check JI Tn Check Payee Clear Period
Nhr Tp Tp Date ID Payee Name Date Post Amount
216413 AP CK 9/17/2008 HAA001 HAAKER EQUIPMENT COMP. 03-08 1,002.85
216414 AP CK 9/17/2006 HAR004 HARRINGTON INDUSTRIAL F 03-08 172.54
2164{5 AP CK 9/17/2008 HDS001 HD SUPPLY WATERWORKS, 03-08 1,177.51
216416 AP CK 9/17!2006 HIC002 HICKS - RICHARDSON ASSO 03-08 5,000.00
216417 AP CK 9/17/2008 HOW015 HOWARD-SHARON 03-OS 14.96
216418 AP CK 9/17/2008 HOW016 HOWD-ROBERT 03-08 150.00
216419 AP CK 9/17/2008 HUB001 HUB CONSTRUCTION SPECI 03-08 997.78
216420 AP CK 9/17/2008 IAS002 LLC-LAS, 03-OS 51.84
216421 AP CK 9/17/2008 IMB002 IMBERT-FRANK 03-OB 362.29
216422 AP CK 9/17/2008 INL004 INLAND DESERT SECURITY 03-OB 359.60
216423 AP CK 9/17!2008 INL005 INLAND WATER WORKS SUF 03-08 19,093.00
216424 AP CK 9/17/2008 JAC038 JACK HENRY & ASSOCIATE: 03-OS 1,507.29
216425 AP CK 9/17/2008 JOH001 JOHNSON MACHINERY CO 03-OS 10.66
216426 AP CK 9/17/2008 JOH067 JOHNSON-LATONYA 03-08 41.89
216427 AP CK 9/17/2008 KON004 KONICA MINOLTA BUSINES: 03-08 702.00
216428 AP CK 9/17/2008 LAW002 LAW PLUMBING CO 03-OS 65,245.00
216429 AP CK 9/17/2008 LIN028 LINDSEY-WILLIE 03-08 46.30
216430 AP CK 9/17/2008 MAC020 MACIAS-VICTOR 03-08 270.00
216431 AP CK 9/17/2008 MAR146 MARTIN-LARRY 03-OS 91.18
216432 AP CK 9/17/2008 MAT012 MATICH CORP 03-08 1,341.96
216433 AP CK 9/17/2008 MCC023 MC CROMETER INC 03-08 965.10
216434 AP CK 9/17/2008 MER017 MERRIAM-WILLIAM 03-OS 5.23
216435 AP CK 9/17/2008 NEO001 NEOPOST INC. 03-08 218.36
216436 AP CK 9/t 7/2008 NET005 NETCOMP TECHNOLOGIES, 03-OB 90.00
216437 AP CK 9/17/2008 NEX001 NEXTEL COMMUNICATIONS 03-OS 1,929.80
216438 AP CK 9/17/2008 NOV007 NOVAK-RICHARD 03-OB 60.82
216439 AP CK 9/17/2008 OFF007 OFFICETEAM 03-OS 1,963.52
216440 AP CK 9/17/2008 PEN004 PENHALL COMPANY 03-OB 1,062.50
216441 AP CK 9/17/2008 QU1025 QUINTANA-MAXIMINO 03-OB 20.12
216442 AP CK 9/17/2008 OWE001 QWEST 03-08 28.25
216443 AP CK 9/17/2008 REF001 REFUSE DEPT CITY OF S B 03-08 2,639.54
216444 AP CK 9/17/2006 RHO004 RHODES-DENISE 03-OS 81.96
216445 AP CK 9/17/2008 RMA001 RMA GROUP 03-08 4,116.25
216446 AP CK 9/17/2006 ROB006 ROBERTSON READY MIX 03-08 632.88
216447 AP CK 9/17/2008 ROD074 RODRIGUEZ-OLGA 03-08 1.13
216448 AP CK 9/17/2006 ROO001 ROQUET PAVING 03-08 5,575.62
216449 AP CK 9/17/2008 SAF001 SAFETY KLEEN CORP 03-OB 240.59
216450 AP CK 9/17/2006 SAN006 SAN BERNARDINO VALLEY! 03-08 63,000.00
216451 AP CK 9/17/2008 SAN007 SAN BDNO PUBLIC EMPLOY{ 03-08 Ei74.50
216452 AP CK 9/17/2008 SAN034 SAN GORGONIO HIGH SCHC 03-OS 1,125.00
216453 AP CK 9/17/2008 SCO019 SCOTT~MARIE 03-08 106.99
216454 AP CK 9/17/2008 SEN001 SENTRY-TECH SYSTEMS, L. 03-OS 2,270.00
216455 AP CK 9/17/2008 SOC003 SO CAL PUMP & WELL SERB 03-08 33,139.00
216456 AP CK 9/17/2008 SOC004 SO CAL EDISON COMPANY 03-OS 263,907.28
216457 AP CK 9/17/2008 SOU019 SOUTHERN CALIFORNIA WP 03-08 %50.00
216458 AP CK 9/17/2008 STA055 STATE DISBURSEMENT UNI' 03-OS 1,027.00
216459 AP CK 9/17/2008 TEE001 TEEL-JEFF 03-OS 45.27
216460 AP CK 9/17/2008 TEK002 TEK TIME SYSTEMS 03-OB 107.36
216461 AP CK 9/17!2008 TOP001 TOP PRODUCERS REALTY 8 03-08 66.8{
216462 AP CK 9/17/2008 TRE014 TREBOR COMPANY-THE 03-08 535.00
216463 AP CK 9/17/2008 UND002 UNDERGROUND SERVICE A 03-OB 178.50
216464 AP CK 9/17/2008 UNI002 UNITED PARCEL SERVICE 03-08 17.00
216465 AP CK 9/17/2008 UNI023 United States Treasury 03-OS 100.00
216466 AP CK 9/17/2008 USA006 USA MOBILITY WIRELESS, II 03-OS 141.81
216467 AP CK 9/17/2008 USP001 US POSTAL SERVICE/POST{ 03-08 5,(100.00
216468 AP CK 9/17/2008 VER004 VERIZON CALIFORNIA 03-OS 92.67
216469 AP CK 9/17/2008 VUL001 VULCAN MATERIALS COMPP 03-08 Et63.20
216470 AP CK 9/17/2008 WES025 WESTCO REALTORS 03-08 <530.00
Date: Wednesday, September 17, 2t Page: 4 of 4
Time: 03:59PM East Valley Water District
User: KATI~Y
Check Register-Standard Report:
Company: 20600.rpt
EVWD
As of: 9/17/2008
Bank Account: Citizens Business Bank 13110 00-00-000.0.000-00-00
Oheck JI Tn Check Payee Clear Period
IJbr 7p Tp Date ID Payee Name Date Post Amount
216471 AP CK 9/17/2008 ZEE001 ZEE MEDICAL INC. 03-08 447.95
216472 AP CK 9/17/2008 ZUG001 ZUG-RICHARD 03-08 1,680.00
check Count: 175 Bank Account Total 4,138,945.75
Count Amount Paid
Regular 174 1,138,945.75
Hand 0 0.00
Void 0 0.00
Stub 0 0.00
Zero 1 0.00
Mask 0 0.00
Outstanding 0 0.00
Unused 0 0.00
175 1,138,945.75
EastValley
Water District
Board Memorandum
From: Brian W. Tompkins /Chief Financial Off_icgr
Subje!Ct: General Manager's Expenses. j
Recommendation:
Approve the atl:ached list of payments and reimbursements
for General Manager expenses during the period
September 10, 2008 through September 17 , 2008.
Background:
DATE: SEPTEMBER 23, 2008
Business and Travel expenses incurred by the General Manager and paid during the reporting period
stipulated above totaled $ 0.00.
A summary of theses expenses by authorized payment methods follows:
American Express - R Martin
American Ex ress - J Hendricksen
CalCard - R Martin
CalCard - J Hendricksen
CalCard - E Bateman
Direct Reimbursement
Total
Agreement for Services
9f07
EAST VALLEY WATER DISTRICT
AGREEMENT FOR SERVICES
7~HIS AGREEMENT is made this day of 2008, by and
between the EAST VALLEY WATER DISTRICT, a County Water District organized and
operating pursuant to California Water Code Section 30000 et seq. (hereinafter referred
to as the "DISTRICT"), and FIELDMAN, ROLAPP & ASSOCIATES, INC., a California
corporation (hereinafter referred to as "CONTRACTOR").
RECITALS
WHEREAS, the DISTRICT desires to contract with CONTRACTOR to provide
services in connection with the funding of water and sewer improvements (hereinafter
referred to as "Project") as such services are fully described in Exhibit "A" attached
hereto; and
WHEREAS, CONTRACTOR is willing to contract with the DISTRICT to provide
such services; and
WHEREAS, CONTRACTOR holds itself as duly licensed, qualified, and capable
of performing said services; and
WHEREAS, this Agreement establishes the terms and conditions for the
DISTRICT to retain CONTRACTOR to provide the services described herein for the
Project.
COVENANTS
NOW, THEREFORE, in consideration of the faithful performance of the terms
and conditions set forth herein, the parties hereto agree as follows:
1
Agreement for Services
9/07
ARTICLE I
ENGAGEMENT OF CONTRACTOR
AND AUTHORIZATION TO PROCEED
1.1 ENGAGEMENT: The DISTRICT hereby engages CONTRACTOR, and
CONTRACTOR hereby accepts the engagement, to perform certain services described
in Section 2.1 of this Agreement for the term set forth in Section 6.7 of this Agreement.
1.2 AUTHORIZATION TO PROCEED: Authorization for CONTRACTOR to
proceed with all or a portion of the work described in Section 2.1 of this Agreement will
be granted in writing by the DISTRICT as soon as both parties sign the Agreement and
all applicable insurance and other security documents required pursuant to Section 6.3
of this Agreement are received and approved by the DISTRICT. CONTRACTOR shall
not proceed with said work until so authorized by the DISTRICT, and shall commence
work immediately upon receipt of the Notice to Proceed.
1.3 NO EMPLOYEE RELATIONSHIP: CONTRACTOR shall perform the
services provided for herein as an independent contractor, and not as an employee of
the DISTRICT. The DISTRICT shall have ultimate control over the work performed for
the Project. CONTRACTOR is not to be considered an agent or employee of the
DISTRIGT for any purpose, and shall not be entitled to participate in any pension plans,
insurance coverage, bonus, stock, or similar benefits that the DISTRICT provides for its
employees. CONTRACTOR shall indemnify the DISTRICT for any tax, retirement
contribution, social security, overtime payment, or workers' compensation payment
which the DISTRICT may be required to make on behalf of CONTRACTOR or any
employee of CONTRACTOR for work performed under this Agreement.
ARTICLE II
SERVICES OF CONTRACTOR
2.'I SCOPE OF SERVICES: The scope of services to be peroormed by the
CONTRACTOR under this Agreement are described in the Scope of Work attached
hereto as Exhibit "A" and incorporated herein by this reference ("Scope of Work"), and
shall, where not specifically addressed, include all related services ordinarily provided
by the CONTRACTOR under same or similar circumstances and/or otherwise
z
Agreement for Services
9/07
necessary to satisfy the requirements of Section 3.3 of this Agreement. In case of
ronflict between the terms of this Agreement and the provisions of the Scope of Work,
this Agreement shall govern.
ARTICLE III
RESPONSIBILITIES OF THE DISTRICT AND OF CONTRACTOR
3.1 DUTIES OF THE DISTRICT: The DISTRICT, without cost to
CONTRACTOR, will provide all pertinent information necessary for CONTRACTOR's
performance of its obligations under this Agreement that is reasonably available to the
DISTRICT unless otherwise specified in the Scope of Work, in which case the
CONTRACTOR is to acquire such information. The DISTRICT does not guarantee or
ensure the accuracy of any reports, information, and/or data so provided. To the extent:
that any reports, information, and/or other data so provided was supplied to the
DISTRICT by persons who are not employees of the DISTRICT, any liability resulting
from inaccuracies and/or omissions contained in said information shall be limited to
liability on behalf of the party who prepared the information for the DISTRICT.
3.2 REPRESENTATIVE OF DISTRICT: The DISTRICT will designate Robert
E. Martin as the person to act as the DISTRICT'S representative with respect to the
work to be performed under this Agreement. Such person will have complete authority
to transmit instructions, receive information, and interpret and define the DISTRICT'S
policies and decisions pertinent to the work. In the event the DISTRICT wishes to make
a change in the DISTRICT's representative, the DISTRICT shall notify the
CONTRACTOR of the change in writing.
3.3 DUTIES OF CONTRACTOR: CONTRACTOR shall perform the Project
work in such a manner as to fully comply with all applicable professional standards of
care, including professional quality, technical accuracy, timely completion, and other
services furnished and/or work undertaken by CONTRACTOR pursuant to this
Agreement. The CONTRACTOR shall cause all work and deliverables to conform to alt
applicable federal, state, and local laws and regulations.
3.4 APPROVAL OF WORK: The DISTRICT's approval of work or materials
furnished hereunder shall not in any way relieve CONTRACTOR of responsibility for the
technical adequacy of its work. Neither the DISTRICT'S review, approval or acceptance
of, nor payment for any of the services shall be construed to operate as a waiver of any
3
Agreement for Services
9/07
rights under this Agreement or of any cause of action arising out of the performance of
this Agreement. Where approval by the DISTRICT is indicated in this Agreement, it is
understood to be conceptual approval only and does not relieve the CONTRACTOR of
responsibility for complying with all laws, codes, industry standards, and liability for
damages caused by negligent acts, errors, omissions, noncompliance with industry
standards, or the willful misconduct of the CONTRACTOR or its subcontractors.
C;ONTRACTOR's obligation to defend, indemnify, and hold harmless the DISTRICT,
and its directors, officers, employees and agents as set forth in Section 6.9 of this
Agreement also applies to the actions or omissions of the CONTRACTOR or its
subcontractors as set forth above in this paragraph.
ARTICLE IV
PAYMENTS TO CONTRACTOR
4.1 PAYMENT: The DISTRICT will compensate CONTRACTOR for work
performed under this Agreement as described in the Estimated Charges attached
ftereto as Exhibit "B" and incorporated herein by this reference ("Estimated Charges").
ARTICLE V
COMPLETION SCHEDULE
5.1 TASK SCHEDULE: The work is anticipated to be completed in
accordance with the schedule contained in the Scope of Work.
5.2 TIME OF ESSENCE: CONTRACTOR shall perform all services required
by this Agreement in a prompt, timely, and professional manner in accordance with the
above schedule. Time is of the essence in this Agreement.
ARTICLE VI
GENERAL PROVISIONS
6.1 COMPLIANCE WITH FEDERAL, STATE, AND LOCAL LAWS:
CONTRACTOR shall at all times observe all applicable provisions of Federal, State, and
Local laws and regulations including, but not limited to, those related to Equal
Opportunity Employment.
4
AgreemeN for Services
9/07
6.2 SUBCONTRACTORS AND OUTSIDE CONSULTANTS: No subcontract
shall be awarded by CONTRACTOR if not identified as asub-contractor in its Proposal
unless prior written approval is obtained from the DISTRICT. CONTRACTOR shall be
responsible for payment to subcontractors used by them to perform the services under
this Agreement. If CONTRACTOR subcontracts any of the work to be performed,
CONTRACTOR shall be as fully responsible to the DISTRICT for the performance of
the work, including errors and omissions of CONTRACTOR's subcontractors and of the
persons employed by the subcontractor, as CONTRACTOR is for the acts and
emissions of persons directly employed by the CONTRACTOR. Nothing contained iri
this Agreement shall create any contractual relationship between any subcontractor of
CONTRACTOR and the DISTRICT. CONTRACTOR shall bind every subcontractor and
every subcontractor of a subcontractor to the terms of this Agreement that are
applicable to CONTRACTOR's work unless specifically noted to the contrary in the
subcontract in question and approved in writing by the DISTRICT.
6.3 INSURANCE: CONTRACTOR shall secure and maintain in full force and
effect, until the satisfactory completion and acceptance of the Project by DISTRICT,
such insurance as will protect it and the DISTRICT in such a manner and in such
amount:> as set forth below. The premiums for said insurance coverage shall be paid by
the CONTRACTOR. The failure to comply with these insurance requirements may
constitute a material breach of this Agreement, at the sole discretion of the DISTRICT.
(~a) Certificates of Insurance: Prior to commencing services under this
Agreement, and in any event no later than ten (10) calendar days after
execution of this Agreement, CONTRACTOR shall furnish DISTRICT with
Certificates of Insurance and endorsements verifying the insurance
coverage required by this Agreement is in full force and effect. The
DISTRICT reserves the right to require complete and accurate copies oi`
all insurance policies required under this Agreement.
(k>) Required Provisions: The insurance policies required by this Agreement
shall include the following provisions or have them incorporated by
endorsement(s):
(1) Primary Coverage: The insurance policies provided by
CONTRACTOR shall be primary insurance and any self-insured
retention and/or insurance carried by or available to the DISTRICT
or its employees shall be excess and non-contributory coverage so
5
Agreement for Services
9/07
that any self-insured retention and/or insurance carried by or
available to the DISTRICT shall not contribute to any loss or
expense under CONTRACTOR's insurance.
(2) Additional Insured: The policies of insurance provided by
CONTRACTOR, except Workers' Compensation and Professional
Liability, shall include as additional insureds: the DISTRICT, it;s
directors, officers, employees, and agents when acting in their
capacity as such in conjunction with the performance of this
Agreement. Such policies shall contain a "severability of interests"
provision, also known as "Cross liability" or "separation of insured".
(3) Cancellation: Each certificate of insurance and insurance policy
shall provide that the policy may not be non-renewed, canceled (for
reasons other than non-payment of premium) or materially changecl
without first giving thirty (30) days advance written notice to the:
DISTRICT, or ten (10) days advance written notice in the event of
cancellation due to non-payment of premium.
(4) Waiver of Subroaation: The insurance policies provided by
CONTRACTOR shall contain a waiver of subrogation against
DISTRICT, its directors, officers, employees and agents for any
claims arising out of the services performed under this Agreement
by CONTRACTOR.
(5) Claim Reporting: CONTRACTOR shall not fail to comply with the
claim reporting provisions or cause any breach of a policy condition
or warranty of the insurance policies required by this Agreement
that would affect the coverage afforded under the policies to the
DISTRICT.
(6) Deductible/Retention: If the insurance policies provided by
CONTRACTOR contain deductibles or self-insured retentions, any
such deductible or self-insured retention shall not be applicable with
respect to the coverage provided to DISTRICT under such policies.
CONTRACTOR shall be solely responsible for any such deductible
or self-insured retention and the DISTRICT, in its sole discretion,
may require CONTRACTOR to secure the payment of any such
deductible or self-insured retention by a surety bond or an
6
Agreement for Services
9107
irrevocable and unconditional letter of credit.
(7) CONTRACTOR's Sub-contractors: CONTRACTOR shall include
all sub-contractors as additional insureds under the insurance
policies required by this Agreement to the same extent as the
DISTRICT or shall furnish separate certificates of insurance and
policy endorsements for each sub-contractor verifying that the
insurance for each sub-contractor complies with the same
insurance requirements applicable to CONTRACTOR under this
Agreement.
(c;) Insurance Comoanv Requirements: CONTRACTOR shall provide
insurance coverage through insurers that have at least an "A" Financial
Strength Rating and a "VII" Financial Size Category in accordance with the
current ratings by the A. M. Best Company, Inc. as published in Best's Kev
Ratina Guide or on said company's web site. In addition, any and all
insurers must be admitted and authorized to conduct business in the State
of California and be a participant in the California Insurance Guaranty
Association, as evidenced by a listing in the appropriate publication of the
California Department of Insurance.
(d) Policv Reauirements: The insurance required under this Agreement shall
meet or exceed the minimum requirements as set forth below:
(1) Workers' Compensation: CONTRACTOR shall maintain Workers'
Compensation insurance as required by law in the State of
California to cover CONTRACTOR's obligations as imposed by
federal and state law having jurisdiction over CONTRACTOR's
employees and Employers' Liability insurance, including disease
coverage, of not less than $1,000,000.
(2) General Liability: CONTRACTOR shall maintain Comprehensive
General Liability insurance with a combined single limit of not less
than $1,000,000 per occurrence or claim and $1,000,000
aggregate. The policy shall include, but not be limited to, coverage
for bodily injury, property damage, personal injury, products,
completed operations and blanket contractual to cover, but not be
limited to, the liability assumed under the indemnification provisions
of this Agreement. In the event the Comprehensive General
7
Agreement for Services
9/07
Liability insurance policy is written on a "claims made" basis,
coverage shall extend for two years after the satisfactory
completion and acceptance of the Project by DISTRICT.
(3) Automobile Liabilitv: CONTRACTOR shall maintain Commercial
Automobile Liability insurance with a combined single limit for bodily
injury and property damage of not less than $1,000,000 each
occurrence for any owned, hired, or non-owned vehicles.
(4) Professional Liabilitv: CONTRACTOR shall maintain Professional
Liability insurance covering errors and omissions arising out of the
services performed by the CONTRACTOR or any person employed
by him, with a limit of not less than $1,000,000 per occurrence or
claim and $1,000,000 aggregate. In the event the insurance policy
is written on a "Claims made" basis, coverage shall extend for two
years after the satisfactory completion and acceptance of the
Project by DISTRICT.
(5) Propertv Coverage -Valuable Papers: Property coverage on an
all-risk, replacement cost form with Valuable Papers insurance
sufficient to assure the restoration of any documents, memoranda,
reports, plans or other similar data, whether in hard copy or
electronic form, relating to the services provided by CONTRACTOR
under this Agreement.
6.4 CHANGES IN SCOPE OR TIME: If the DISTRICT requests a change in
the Scope of Work or time of completion by either adding to or deleting from the original
scope or' time of completion, an equitable adjustment shall be made and this Agreement
shall be modified in writing accordingly. CONTRACTOR must assert any claim for
adjustment under this clause in writing within thirty (30) calendar days from the date of
rf;ceipt from CONTRACTOR of the notification of change unless the DISTRICT grants a
further period of time before the date of final payment under this Agreement.
6.5 NOTICES: All notices to either party by the other shall be made in writing
and delivered or mailed to such party at their respective addresses as follows, or to
other such address as either party may designate, and said notices shall be deemed to
have beesn made when delivered or, if mailed, five (5) days after mailing.
8
Agreement for Services
9/07
To DISTRICT: East Valley Water District
3654 Highland Avenue, Suite 18
P.O. Box 3427
San Bernardino, CA 92413
Attn: General Manager
To CONTRACTOR: Fieldman, Rolapp & Associates, Inc.
19900 MacArthur Boulevard, Suite 110()
Irvine, CA 92612
Attn: Thomas M. DeMars
6.6 CONTRACTOR'S ASSIGNED PERSONNEL: CONTRACTOR designates
l"homas M. DeMars and Joshua J. Lentz to have immediate responsibility for the
pertormance of the work and for all matters relating to pertormance under this
Agreement. Substitution of any assigned personnel shall require the prior written
approval of the DISTRICT. If the DISTRICT determines that a proposed substitution is
not acceptable, then, at the request of the DISTRICT, CONTRACTOR shall substitute
with a pf;rson acceptable to the DISTRICT.
6.7 TERMINATION:
(a) If the engagement of CONTRACTOR is not extended by the mutual
written consent of the DISTRICT and CONTRACTOR, then this
Agreement shall expire on the latest date set forth in the schedule
contained in the Scope of Work for completion of tasks for the Project.
(b) Notwithstanding the above, the DISTRICT may terminate this Agreement
or abandon any portion of the Project by giving ten (10) days written notice
thereof to CONTRACTOR. CONTRACTOR may terminate its obligation
to provide further services under this Agreement upon thirty (30) calendar
days written notice only in the event of substantial failure by the DISTRICT
to perform in accordance with the terms of this Agreement through no fault
of the CONTRACTOR.
(c) In the event of termination of this Agreement or abandonment of any
portion of the Project, the DISTRICT shall be immediately given title to all
original drawings and other documents developed for the Project, and the
sole right and remedy of CONTRACTOR shall be to receive payment for
9
Agreement for Services
9/07
all amounts due and not previously paid to CONTRACTOR for services
completed or in progress in accordance with the Agreement prior to such
date of termination. If termination occurs prior to completion of any task
for which payment has not been made, the fee for services performed
during such task shall be based on an amount mutually agreed to by the
DISTRICT and CONTRACTOR. Such payments available to the
CONTRACTOR under this paragraph shall not include costs related to lost
profit associated with the expected completion of the work or other such
payments relating to the benefit of this Agreement.
6.8 ATTORNEYS' FEES: In the event that either the DISTRICT or
CONTRACTOR brings an action or proceeding for damages for an alleged breach of
any provision of this Agreement, to interpret this Agreement or determine the rights of
and duties of either party in relation thereto, the prevailing party shall be entitled to
recover as part of such action or proceeding all litigation, arbitration, mediation and
collection expenses, including witness fees, court costs, and reasonable attorneys' fees.
Such fees shall be determined by the Court in such litigation or in a separate action
brought for that purpose. Mediation will be attempted if both parties mutually agree
before, during, or after any such action or proceeding has begun.
6.9 INDEMNITY:
(a) CONTRACTOR shall defend, indemnify and hold DISTRICT, including its
directors, officers, employees and agents, harmless from and against any
and all claims, demands, causes of action, suits, debts, obligations,
liabilities, losses, damages, costs, expenses, attorney's fees, awards,
fines, settlements, judgments or losses of whatever nature, character, and
description, with respect to or arising out of the work to be performed
under this Agreement, including without limitation, any and all such claims,
demands, causes of action, suits, debts, obligations, liabilities, losses,
damages, costs, expenses, attorney's fees, awards, fines, settlements,
judgments or losses of whatever nature, character, and description,
arising by reason of death or bodily injury to one or more persons,
including the employees of CONTRACTOR; injury to property of any kind,
including loss of use; or economic damages of any kind, caused by, or
arising out of, any alleged or actual act or omission, regardless of whether
such act or omission is active or passive, by CONTRACTOR, any of
10
Agreement for Services
0107
CONTRACTOR's sub-contractors or DISTRICT, including their respective
directors, officers, employees, agents and assigns, excepting only such
matters arising from the sole negligence or willful misconduct of the
DISTRICT.
(b) CONTRACTOR shall defend, indemnify and hold DISTRICT, including its
directors, officers, employees and agents, harmless from and against any
and all claims, demands, causes of action, suits, debts, obligations,
liabilities, losses, damages, costs, expenses, attorney's fees, awards,
fines, settlements, judgments or losses of whatever nature, character, and
description, with respect to or arising out of any infringement or alleged
infringement of any patent, copyright or trademark and arising out of the
use of any equipment or materials furnished under this Agreement by the
CONTRACTOR or CONTRACTOR'S sub-contractors, including their
respective directors, officers, employees, agents and assigns, or out of
the processes or actions employed by, or on behalf of, the
CONTRACTOR or CONTRACTOR's sub-contractors, including their
respective directors, officers, employees, agents and assiyns, in
connection with the pertormance of services under this Agreement.
CONTRACTOR shall have the right, in order to avoid such claims or
actions, to substitute at its expense non-infringing equipment, materials or
processes, or to modify at its expense such infringing equipment,
materials, and processes so they become non-infringing, provided that
such substituted and modified equipment, materials, and processes shall
meet all the requirements and be subject to all the provisions of this
Agreement.
(c) CONTRACTOR shall defend, indemnify and hold DISTRICT, including its
directors, officers, employees and agents, harmless from and against any
and all claims, demands, causes of action, suits, debts, obligations,
liabilities, losses, damages, costs, expenses, attorney's fees, awards,
fines, settlements, judgments or losses of whatever nature, character, and
description, with respect to or arising out of any breach by CONTRACTOR
or CONTRACTOR's sub-contractors, including their respective directors,
officers, employees, agents and assigns, of the aforesaid obligations and
covenants, and any other provision or covenant of this Agreement.
11
Agreement for Services
9/07
(d) It is the intent of the parties to this Agreement that the defense, indemnity
and hold harmless obligation of CONTRACTOR under this Agreement shall
be as broad and inclusive as may be allowed under California Civil Code §§
2778 through 2784.5, or other similar state or federal law.
6.10 SAFETY: CONTRACTOR shall pertorm the work in full compliance with
applicable State and Federal safety requirements including, but not limited to,
Occupational Safety and Health Administration requirements.
(a) CONTRACTOR shall take all precautions necessary for the safety of, and
prevention of damage to, property on or adjacent to the Project site, and
for the safety of, and prevention of injury to, persons, including
DISTRICT's employees, CONTRACTOR'S employees, and third persons.
All work shall be performed entirely at CONTRACTOR'S risk.
CONTRACTOR shall comply with the insurance requirements set forth in
Section 6.3 of this Agreement.
(b) CONTRACTOR shall also furnish the DISTRICT with a copy of any injury
prevention program established for the CONTRACTOR'S employees
pursuant to Labor Code Section 6401.7, including any necessary
documentation regarding implementation of the program. CONTRACTOR
hereby certifies that its employees have been trained in the program, and
procedures are in place to train employees whenever new substances,
processes, procedures, or equipment are introduced. CONTRACTOR
shall demonstrate compliance with Labor Code Section 6401.7 by
maintaining a copy of its Injury and Illness Prevention Plan at the Project
site and making it available to the DISTRICT.
6.11 EXAMINATION OF RECORDS: All original drawings, specifications,
resports, calculations, and other documents or electronic data developed by
CONTRACTOR for the Project shall be furnished to and become the property of the
DISTRICT. CONTRACTOR agrees that the DISTRICT will have access to and the right
to examine any directly pertinent books, documents, papers, and records of any and all
of the transactions relating to this Agreement.
6.12 INTEGRATION AND AMENDMENT: This Agreement contains the entire
understanding between the DISTRICT and CONTRACTOR as to those matters
contained herein. No other representations, covenants, undertakings or other prior or
contemporaneous agreements, oral or written, respecting those matters, which are not
12
Agreement for Services
9/07
:>pecifically incorporated herein, may be deemed in any way to exist or to bind any of
the parties hereto. Each party acknowledges that it has not executed this Agreement in
reliance on any promise, representation or warranty not set forth herein. This
Agreement may not be amended except by a writing signed by all parties hereto.
6.13 ASSIGNMENT: Neither party shall sign or transfer its interest in this
Agreement without written consent of the other party. All terms, conditions, and
provisions of this Agreement shall inure to and shall bind each of the parties hereto, and
each of their respective heirs, executors, administrators, successors, and assigns.
6.14 GOVERNING LAW: This Agreement shall be construed as if it was jointly
prepared by both parties hereto, and any uncertainty or ambiguity contained herein shall
not be interpreted against the party drafting same. This Agreement shall be enforced
and governed by the laws of the State of California. If any action is brought to interpret.
or enforce any term of this Agreement, the action shall be brought in a state court:
situated in the County of San Bernardino, State of California, or in a federal court with in
rem jurisdiction over the Project.
6.15 HEADINGS: Article and Section headings in this Agreement are for'
convenience only and are not intended to be used in interpreting or construing the
terms, covenants, and conditions of this Agreement.
6.16 PARTIAL INVALIDITY: If any term, covenant, condition, or provision of
this Agreement is found by a court of competent jurisdiction to be invalid, void, or
unenforreable, the remainder of the provisions hereof shall remain in full force and
effect, and shall in no way be affected, impaired, or invalidated thereby.
6.17 EFFECT OF DISTRICT'S WAIVER: Any failure by the DISTRICT to
enforce any provision of this Agreement, or any waiver thereof by the DISTRICT, shall
not constitute a waiver of its right to enforce subsequent violations of the same or any
other terms or conditions herein.
6.19 AUTHORITY: The individuals executing this Agreement represent and
warrant that they have the legal capacity and authority to sign this Agreement on behaH`
of and to so bind their respective legal entities.
13
Agreement for Services
9/07
IN WITNESS WHEREOF, the parties hereto have executed this Agreement as of
the date first written above.
CONTRACTOR
By:
Thomas M. DeMars
Fielciman, Rolapp & Associates, Inc.
DISTRICT
By:
Robert E. Martin, General Manager
East Valley Water District
14
Agreement for Services
9/07
EXHIBIT A
SCOPE OF WORK
A. CBeneral Services.
The Contractor shall pertorm all the duties and services specifically set forth herein and
shall provide such other services as it deems necessary or advisable, or are reasonable
and necessary to accomplish the intent of this Agreement in a manner consistent with
the standards and practice of professional financial advisors prevailing at the time such
services are rendered to the District.
The District may, with the concurrence of Contractor, expand this Agreement to include
any additional services not specifically identified within the terms of this Agreement.
Any additional services may be described in an addendum to this Exhibit A and are
subject to charges described in this Agreement.
E3. Debt Issuance Services.
l'he Contractor shall assume primary responsibility for assisting the District in
coordinating the planning and execution of each debt issue relating to the Project.
Insofar as the Contractor is providing Services which are rendered only to the District,
the overall coordination of the financing shall be such as to minimize the costs of the
transaction coincident with maximizing the District's financing flexibility and capital
market access. The Contractor's proposed debt issuance Services may include, but
shall not be limited to, the following:
• Establish the Financing Objectives
• Develop the Financing Schedule
• Monitor the Transaction Process
• Review the Official Statement, both preliminary and final
• Procure and Coordinate Additional Service Providers
• Provide Financial Advice to the District Relating to Financing
Documents
• Compute Sizing and Design Structure of the Debt Issue
• Plan and Schedule Rating Agency Presentation and Investor
Briefings
• Conduct Credit Enhancement Procurement and Evaluation
• Conduct Market Analysis and Evaluate Timing of Market Entry
• Recommend Award of Debt Issuance
• Provide Pre-Closing and Closing Assistance
A-1
Agreement for Services
9107
Specifically, Contractor will:
1. Establish the Financina Objectives.
At the onset of the financing transaction process for the Project, the Contractor
shall review the District's financing needs and in conjunction with the Uistrict's
management, outline the objectives of the financing transaction to be undertaken
and its proposed form.
Unless previously determined, Contractor shall recommend the method o1'sale of
debt and outline the steps required to achieve efficient market access.
2. Develop the Financing Timetable
The Contractor shall take the lead role in preparing a schedule and detailed
description of the interconnected responsibilities of each team member and
update this schedule, with refinements, as necessary, as the work progresses.
3. Monitor the Transaction Process.
The Contractor shall have primary responsibility for the successful
irriplementation of the financing strategy and timetable that is adopted for each
debt issue relating to the Project. The Contractor shall coordinate (and assist,
where appropriate) in the preparation of the legal and disclosure documents and
sFiall monitor the progress of all activities leading to the sale of debt. The
Contractor shall prepare the timetables and work schedules necessary to
arhieve this end in a timely, efficient and cost-effective manner and will
coordinate and monitor the activities of all parties engaged in the financing
transaction.
4. Review the Official Statement (Optional, subject to additional charges)
a. Generally, SEC, MSRB, and GFOA guidelines encourage full
disclosure so that potential investors have sufficient data to analyze
each proposed financing. Upon direction of the District, the Contractor
shall take the lead in preparation of the official statement for each debt
issue relating to the Project to insure that the District's official
statement is compiled in a manner consistent with industry standards,
typically including the following matters:
• Legal Authority for the Financing
• Security for the Financing
• Restrictions on Additional Financings
• Purpose and Funds for which the Financing is Being Issued
• Governmental System
• Financial Management System
A-2
Agreement for Services
9/07
• Revenue Sources: Historic, Current and Projected
• Outstanding Financings
• Planned Future Financings
• Labor Relations and Retirement Systems
• Economic Base
• Annual Financial Statements
• Legal Opinions Regarding Tax Exemption
• Such Other Matters as the Context May Require.
b. The Contractor shall maintain and update the official statement on its
word processing system until such time as it is near final and suitable
for transfer to the financial printer, in order to minimize the costs of
revisions made by the printer.
5. Procure and. Coordinate Additional Service Providers
Should the District desire, the Contractor may act as District's representative in
procuring the services of financial printers for the official statement and related
documents, and for the printing of any securities. In addition, the Contractor may
act as the District's representative in procuring the services of trustees, paying
agents, fiscal agents, feasibility Contractors, redevelopment Contractors, or
escrow verification agents or other professionals, if the District directs.
6. Provide Financial Advice to the District Relatino to Financino Documents
Simultaneous with assisting in the preparation of official statements for each debt
issue relating to the Project, the Contractor shall assist the managing
underwriters, bond counsel and/or other legal advisors in the drafting of the
respective financing resolutions, notices and other legal documents. In this
regard, the Contractor shall monitor document preparation for a consistent and
accurate presentation of the recommended business terms and financing
structure of each debt issue relating to the Project, it being specifically
understood however that the Contractor's services shall in no manner be
construed as the Contractor engaging in the practice of law.
7. Compute Sizing and Desion Structure of Debt Issue.
The Contractor shall work with the District's staff to design a financing structure
for each debt issue relating to the Project that is consistent with the District's
objectives, that coordinates each transaction with outstanding issues and that
reflects current conditions in the capital markets.
8. Plan and Schedule Ratina Aoencv Presentation and Investor Briefinas
The Contractor shall develop a plan for presenting the financing program to the
raking agencies and the investor community. The Contractor shall schedule
A-3
Agreement for Services
9/07
rating agency visits, if appropriate, to assure the appropriate and most
knowledgeable rating agency personnel are available for the presentation and
will develop presentation materials and assist the District officials in preparing for
the presentations.
9. Conduct Credit Enhancement Evaluation and Procurement.
Upon the District's direction, the Contractor will initiate discussions with bond
insurers, letter of credit providers and vendors of other forms of credit
enhancements to determine the availability of and cost benefit of securing
financing credit support.
to. Conduct Market Analvsis and Evaluate Timing of Market Entrv.
The Contractor shall provide regular summaries of current municipal market:
conditions, trends in the market and how these may favorably or unfavorably
affect the District's proposed financing.
a. Competitive Sales.
For all types of competitive sale of debt, the Contractor shall undertake
such activities as are generally required for sale of securities by
competitive bid including, but not limited to the following:
• Review and comment on terms of Notice of Sale Inviting Bids
• Provide advice on debt sale scheduling
• Provide advice on the use of electronic bidding systems
• Coordinate bid opening with the District officials
Verify bids received and make recommendations for acceptance
• Provide confirmation of issue sizing, based upon actual bids
received, where appropriate
• Coordinate closing arrangements with the successful bidder(s)
b. Negotiated Sales.
In the case of a negotiated sale of debt, the Contractor shall perform a
thorough evaluation of market conditions preceding the negotiation of the
terms of the sale of debt and will assist the District with the negotiation oi`
final issue structure, interest rates, interest cost, reoffering terms and
gross underwriting spread and provide a recommendation on acceptance
or rejection of the offer to purchase the debt. This assistance and
evaluation will focus on the following areas as determinants of interest
cost:
• Size of financing
• Sources and uses of funds
A-4
Agreement for Services
9/07
• Terms and maturities of the debt issue
• Review of the rating in pricing of the debt issue
• Investment of debt issue proceeds
• Distribution mix among institutional and retail purchasers
• Interest rate, reoffering terms and underwriting discount with
comparable issues
• Redemption provisions
11. Recommend Award of Debt Issuance.
Based upon activities outlined in Task 10(a) and 10(b) above, the Contractor
will recommend accepting or rejecting offers to purchase the debt issue. If
the District elects to award the debt issue, the Contractor will instruct all
parties and help facilitate the actions required to formally consummate the
award.
12. Provide Pre-Closinq and Closinq Activities.
The Contractor shall assist in arranging for the closing of each financing. The
Contractor shall assist counsel in assuming responsibility for such
arrangements as they are required, including arranging for or monitoring the
progress of bond printing, qualification of issues for book-entry status, signing
and final delivery of the securities and settlement of the costs of issuance.
(:. Special Financing Services.
l'he Contractor shall assist the District, as needed, in identifying and procuring special
financial related services that may be needed for any debt issue relating to the Project.
Service;; that may be required include those listed below:
• Feasibility Contractors or other Contractors required to deliver services
relevant to any debt issue relating to the Project
• Credit providers, such as bank, insurance companies and private lenders
At each point where a special service is required, the Contractor shall research and
develop a set of specifications for the desired service, develop a distribution list and
supervise the circulation of the request for proposals.
As part of the process of procuring bank credit facilities, such as letters and lines of
credit and insurance to support the District's financing programs, the Contractor shall
pay parl:icular attention to the cost-effectiveness and to the relative levels of market
acceptance of bond insurers and both domestic and international banks. The
Contractor shall advise the District as to how the credit rating and investor perception of
the potential credit enhancement provider offering such services will affect the market
for the debt issue relating to the Project. In addition, the Contractor shall evaluate the
roll-over or renewal provisions that each such provider is willing to offer in its agreement
A-5
Agreement (or Services
9/07
with the District to determine which one offers the maximum assurance of continued
availability.
A-6
Agreement for Services
9/07
EXHIBIT B
ESTIMATED CHARGES
b~art 7: Fee for Services
Services performed pursuant to Section 2.1 of this Agreement, and as more fully
described in the Scope of Work set forth in Exhibit A, will be billed for at the amounts set
forth below:
Transaction Size
$1 to $2,499,999
$2,500,000 to $4,999,999
$5,000,000 to $9,999,999
$10,000,000 to $14,999,999
$15,000,000 to $19,999,999
$20,000,000 to $29,999,999
$30,000,000 to $39,999,999
$40,000,000 to $49,999,999
$50,000,000 to $59,999,999
Estimated Charaes
$24,910
$34,450
$38,690
$45,050
$51,410
$57,770
$66,250
$72,610
$78,970
Payment of fees earned by Contractor pursuant to this Part 1 shall be contingent on,
and payable at the closing of the debt issue(s) undertaken to finance the Project.
Bart 2: Other Services
Unless agreed to otherwise, services performed which are not included in the Scope of
Work will be billed at the then current hourly rates. The table below reflects the rates in
effect as of the date of execution of this Agreement.
Personnel
Executive Officers..........
Principals .......................
Senior Vice President ....
Vice Presidents ..............
Assistant Vice President
Senior Associate............
Associate .......................
Analyst ...........................
Administrative Assistants
Clerical ............................
Hourly Rate
.......................... $300.00
.......................... $290.00
.......................... $275.00
.......................... $225.00
......................... $195.00
......................... $150.00
......................... $125.00
........................... $85.00
........................... $65.00
........................... $35.00
B-1
Ngreement for Services
9/07
t_imitinr~ Terms and Conditions
The above fee is based on completion of work orders within six months of the District's
authorization to proceed, and assumes that the District will provide all necessary
information in a timely manner.
The fee shown above in Part 1 presumes attendance at up to six meetings in the
District':: offices or such other location within a 25-mile radius of the District place of
business as the District may designate. Preparation for, and attendance at Board of
Directors meetings on any basis other than "by appointment" may be charged at our
normal hourly rates as shown in Part 2, above.
Abandonment
If, once commenced, the services of the Contractor are terminated prior to completion of
our final report for any reason, we are to be reimbursed for professional services and
direct expenses incurred up to the time we receive notification of such termination at the
standarcl hourly rates shown in Part 2.
B-2
Subi~ct to Approval
EAST VALLEY WATER DISTRICT September 2, 2008
BUDGET COMMITTEE MEETING
MINUTES
PRESENT: Directors: Levesque, Wilson
ABSENT: None
STAFF: Robert Martin, General Manager; Brian Tompkins, Chief Financial
Officer; Justine Hendricksen, Administrative Manager; Eileen
Bateman, Executive Assistant
GUEST (S) James Morales (EVWD), Kip Sturgeon (EVWD), Donald Goodin
(EVWD)
PUBLIC COMMENTS
There being no verbal or written comments the public participation section was closed.
DISCUSSION AND REVIEW OF THE DISTRICT' S INVESTMENT POLICY
Mr. Tompkins presented a summary of why the District invests with LAIF; that using a
local bank for investments would be a higher risk than what the District is using now; that
the PERS trust fund is strictly for GASB 45.
Vice President Wilson stated that a local bank is very conservative with its loan process;
that the District should check with other agencies for their investment policy.
Director Levesque inquired as to why the District uses LAIF for investments; that after
further discussion he is happy with LAIF investments.
The General Manager stated that the District has diversity with the LAIF investments.
DISCUSSION AND REVIEW OF THE DISTRICT'S TRAVEL POLICY
:Director Levesque inquired how Directors expenses for guests are handled; how is the
process handled through office staff; that his concern is that the process may leave it open
:for abuse; that any legislative business travel should be approved through the Legislative
Committee; how is staff travel approved; that communication is the key for any travel
expense; that he has no feeling of abuse in this matter.
The General Manager stated that staff has a budget approved as a line item for travel; that
he approves staff to attend training, seminars, conferences, etc. that pertain to the budget
line item.
Vice President Wilson stated that only if there is concern for abuse that the policy should
be addressed.
REVIEW OF THE GENERAL MANAGER'S EXPENSES AND
REIMBURSEMENTS
Vice President Wilson stated that the General Manager's expense and reimbursements
should be able to be approved by any Board Member.
Director Levesque stated that the Board President should approve the General Manager's
expenses; that after discussion the General Manager's expenses should be placed on the
consent calendar of the agenda.
DISCUSSION AND REVIEW OF THE DISTRICT'S
PURCI3ASING/PROCUREMENT POLICY (SOLE SOURCE AGREEMENTS,
AUTOMATIC CONTRACT RENEWALS, BIDDING, CONTRACTORS,
CONSEJLTANTS AND SUPPLIERS)
Director Levesque stated that he would like to get 2"d opinions for legal and real estate
issues; that he would like to see a bidding policy in place; that F,FP policies and
procedures should be updated; that he would like draft policies for auditing services; that
contracts should be renewed every 5 yeazs; that he would like a 12-month Calendar; that
all contracts need disclosures for relationships/friendships.
Mr. Tompkins stated that some grant policies require written policies for bidding or
1tFP's; that professional services contracts aze reviewed yearly.
The General Manager presented a draft policy for purchasing: that the District currently
has a contracting policy and not a consulting policy for District use; that RFP's should
have a basis of needs to be in place to determine how agencies are included in future
12FP's.
Vice President Wilson stated that if there is any concern with consultants then it can be
addressed accordingly; that he does not support a contract change every 5 years; that a
change of services should only take place if justified; that a letter of engagement should
be subrrzitted earlier for budget purposes.
DISCUSSION REGARDING THE DISTRICT'S ENERGY AUDIT POLICY
Directoz~ Levesque inquired if the District was receiving the optimum savings from SCE
regarding energy efficiency; that Edison has a CTAC training center for management to
attend courses for water and wastewater facilities; that the PUC and Edison pays for
energy saving offers for businesses.
The General Manager stated that an analysis can determine if equipment needs to be
changed or replaced; that the Edison account is reviewed annually.
DISCUSSION REGARDING THE DISTRICT'S SURPLUS PROPERTY
(VEHICLES, EQUIPMENT AND LAND)
Director Levesque stated that he would like an analysis completed on the District
vehicles and mileage effectiveness; that the analysis should include a lease vs. purchase;
that the budget explore alternatives for vehicles; that the District check with other
agencies on support vehicles; that he would like an appraisal completed for the District's
Patton property; that he would like a list of all District property.
DISCUSSION REGARDING THE DISTRICT'S CONFERENCE EXPENSES
Director Levesque would like a monthly breakdown of the District's Conference
expenses.
DISCUSSION REGARDING THE DISTRICT'S CREDIT CARD POLICY
Director Levesque inquired on the advantage of the District's American Express; that
abuse of the District credit cards is a concern; that any District functions that include
alcohol be handled through vendors that are hosting the event.
DISCUSSION REGARDING PAYMENTS TO CALPERS
Director Levesque stated that the concern for payments to Ca1PERS is strictly regarding
retired employees; inquired if there is a policy for what monthly checks are used for; that
legal counsel should be contacted regarding liability of benefits; that he would like an
update for the budget committee.
No consensus position was reached by the Committee.
ADJOURN
'the meeting was adjourned at 10:03 a.m.
Robert E. Martin, Secretary
From:
Sent: Tuesday, September 16, 2008 7:55 AM
To:
Subject: FW: A reflection
JPH -please forward to Directors for their info. Bob
-----Uriginal Message-----
From:
Sent: 'Thursday, September 11, 2008 8:27 AM
To:
Subject: FW: A reflection
This was unexpected, but very nice to hear. Gary
-----Original Message-----
From:
Sent: Wednesday, September 10, 2008 9:06 PM
To:
Subject: A reflection
Gary,
I think it wa.s only five months ago that we met, I as a coordinator for Golden
Guardian and you as a representative from the water districts. No one connected with
Golden Guardian on the state level, or in your county, had any idea what the impact
of water would be in a 7+ earthquake.
Rather interestingly, the buzz in the office on March 6th was that there was a major
water meeting in Highland and we don't know a thing about it. It was decided that
most: of the people from our office would attend and hence, the crowd that you didn't
expect.
The upshot of that meeting and the AWWA meeting that I attended on April 21 is a
much keener awareness of "water." Planners across the Southern Region had no idea
how important water is and when I have begun to tell the story of its importance <1nd
how much more important it becomes when it is not available; they are beginning to
sit up and take notice.
You ai•e the <;atalyst that has brought everyone together. It was remarked last week at
a meeting at the USGS that was attended by LA County Fire, USGS, Caltech, ESRI,
State OHS, State OES and Southern California MWD, that, when "water districts are
sui.n€; each other, Gary Sturdivan has brought them all together."
Thank you for all the time you have spend with me, giving me tours of your facilities,
inviting me to tour the Seven Oaks Dam, answering all my questions and enabling
me to become too "big for my britches" in the field of water.
I can sincerely tell you that I have developed a relationship with "water" and a
arn as much as possible. Through your knowledge, a
..-b..._. .....
kindness (and that of your water district), I have met people at the Los Vallicitos
Wager District, the San Diego Metropolitan Water Authority, The Metropolitan Water
District of Southern California, California Department of Public Health and the list
goes on.
Without your involvement in this exercise and bringing the topic of water to the fore,
we would not have a clue as to the importance of water. What are we going to do
witYiout it? What about cross contamination? What about a chlorine leak? What :is
potable water, how do we transport water and how do we certify that it is potable?
Water is so interesting and so vital, that I am consumed by it and trying to learn as
much as possible.
Thank you for all you have done, for taking the time from your schedule to introduce
me to people in the field, for answering my questions, for allowing me to speak at the
ERNIE meeting last month and for inviting me to attend to speak at next month's
conference on Ontario.
Thank you
arme
Arnie Lewin, W7BIA
Governor's Office of Emergency Services
Southern Region Office
9/17/?.008
~~ _'.
,,.,
~„ ~:
The Hi-Desert Water District will be hosting the membership meeting at the Helen
Gray Education Center in Joshua Tree on October 20, 2008. The social hour will
begin at 6:00 p.m. with a call to order at 6:45 p.m.
Dinner:
Dinner is a buffet that will consist of Filet Mignon with gorgonzola sauce, apricot stuffed
chicken, vegetable lasagna, garlic mashed potatoes, rolls and salad. A Dessert Bar will
also be offered.
Program:
California's Sixty Fifth District Assemblyman Paul Cook will be discussing legislative and
state issues with the membership.
Cost: $22
RSVP to Jennifer Phipps by October 17
At (760) 228-6283 or iennifero(a~hdwd.com
Make checks payable to ASBCSD, ATTN: Kate Sykes
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 Helen Gray Education Center
The Helen Gray Education Center is located at the Hi-Desert Medical Center
and is immediately on your left when you reach the location!
Take' the I-10 East towards Indio
Merge onto CA-62 E/Twenty Nine Palms Highway via EXIT 117 toward 29
Palms/Yucca Valley.
Turrv right onto White Feather Road .
End at 6601 White Feather Road, ]oshua Tree, CA 92252-6607
n o o~
~ _ , _ Desert Trall Dr Plptllnz Rd
Terracz Dr Terrace Dr
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ie Palms,H.wy_ _ _ ;~ _ , _„ „ ~SWentynlne Pdlm5 Hwy
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Membership Minutes for the September 15, 2008 Membership Meeting will be
distriibuted to the membership at a later date.
A
Appendix A – Figures
(See attached set of drawings)
This page is intentionally left blank.
A
Appendix B – List of Membrane Preselection
Specifications
This page is intentionally left blank.
East Valley Water District
Plant 134 Submerged or Pressure Membrane Filtration System Preselection
Table of Contents
Page i of ii
P:\EVWD_2706\62670_Plant 134 PDR\7_Project_Documents\7.1 Draft Documents\DRAFT PRESELECTION SPECS\TOC.doc
EAST VALLEY WATER DISTRICT
SUBMERGED OR PRESSURE MEMBRANE FILTRATION SYSTEM
TABLE OF CONTENTS
DIVISION 0 PROPOSAL REQUIREMENTS
00020 Invitation for Proposals .............................................................. 00020-1 to 00020-2
00100 Instructions to Proposers ............................................................ 00100-1 to 00100-14
00200 Information Available to Proposers ........................................... 00200-1 to 00200-4
00300 Proposal Form ............................................................................ 00300-1 to 00300-16
00410 Proposal Bond ............................................................................ 00410-1 to 00410-2
00500 Goods and Special Services Agreement .................................... 00500-1 to 00500-10
00520 Special Engineering Services Agreement .................................. 00520-1 to 00520-6
00610 Performance Bond for Procurement Contracts .......................... 00610-1 to 00610-2
00615 Payment Bond for Procurement Contracts ................................ 00615-1 to 00615-2
00700 Procurement General Conditions ............................................... 00700-1 to 00700-18
00800 Pre-Selection Supplementary Conditions .................................. 00800-1 to 00800-26
DIVISION 1 GENERAL REQUIREMENTS
01010 Summary of Work ..................................................................... 01010-1 to 01010-6
01136 General Equipment Requirements ............................................. 01136-1 to 01136-14
01171 Electric Motors .......................................................................... 01171-1 to 01171-8
01300 Submittals .................................................................................. 01300-1 to 01300-12
01610 Transportation and Handling of Goods ...................................... 01610-1 to 01610-2
01611 Protection of Goods ................................................................... 01611-1 to 01611-4
01620 Installation of Membrane Equipment ........................................ 01620-1 to 01620-4
01660 Commissioning of Membrane Equipment ................................. 01660-1 to 01660-8
01670 Acceptance Testing of Membrane Equipment ........................... 01670-1 to 01670-4
01680 Operations Assistance ................................................................ 01680-1 to 01680-2
01715 Equipment Operation and Maintenance Training ...................... 01715-1 to 01715-10
01730 Installation, Operation and Maintenance Manuals .................... 01730-1 to 01730-10
01740 Warranties .................................................................................. 01740-1 to 01740-8
01750 Spare Parts ................................................................................. 01750-1 to 01750-8
DIVISION 5 MISCELLANEOUS METALS
05500 Miscellaneous Metals ................................................................ 05500-1 to 05500-4
DIVISION 9 FINISHES
09901 Surface Preparation and Shop Prime Painting ........................... 09901-1 to 09901-4
East Valley Water District
Plant 134 Submerged or Pressure Membrane Filtration System Preselection
Table of Contents
Page ii of ii
P:\EVWD_2706\62670_Plant 134 PDR\7_Project_Documents\7.1 Draft Documents\DRAFT PRESELECTION SPECS\TOC.doc
DIVISION 11 EQUIPMENT
11210 Horizontal Split Case Double Suction Pumps ........................... 11210-1 to 11210-10
11211 Horizontal End Suction Pumps .................................................. 11211-1 to 11211-10
11212 Miscellaneous Pumps ................................................................ 11212-1 to 11212-8
11214 Vertical Turbine Pumps ............................................................. 11214-1 to 11214-10
11300-A Submerged Membrane Filtration System .................................. 11300A-1 to 11300A-30
11300-B Pressure Membrane Filtration System ....................................... 11300B-1 to 11300B-30
11337 Automatic Self-Cleaning Inline Strainer ................................... 11337-1 to 11337-6
11344 Fiberglass Tanks ........................................................................ 11344-1 to 11344-8
11345 Polyethylene Tanks .................................................................... 11345-1 to 11345-6
11370 Compressed Air Equipment ....................................................... 11370-1 to 11370-8
11372 Positive Displacement Air Blowers ........................................... 11372-1 to 11372-10
11377 Centrifugal Air Blowers ............................................................. 11377-1 to 11377-12
DIVISION 13 INSTRUMENTATION AND CONTROLS
13300 Process Instrumentation and Controls – General Provisions ..... 13300-1 to 13300-36
13305 Application Engineering Services .............................................. 13305-1 to 13305-6
13310 Distributed Control System ....................................................... 13310-1 to 13310-14
13315 Process Instrumentation and Controls – Products ...................... 13315-1 to 13315-24
13325 Control Panels and Panel Mounted Equipment ......................... 13325-1 to 13325-16
DIVISION 15 MECHANICAL
15051 Piping – General Requirements ................................................. 15051-1 to 15051-4
15062 Stainless Steel Pipe and Fittings ................................................ 15062-1 to 15062-4
15063 Copper Pipe and Fittings ............................................................ 15063-1 to 15063-4
15064 Plastic Pipe and Fittings ............................................................. 15064-1 to 15064-6
15100 Valves and Appurtenances ......................................................... 15100-1 to 15100-20
15105 Butterfly Valves ......................................................................... 15105-1 to 15105-4
15120 Piping Specialties ....................................................................... 15120-1 to 15120-6
15121 Piping Expansion Compensation ............................................... 15121-1 to 15121-6
15140 Pipe Hangers and Supports ........................................................ 15140-1 to 15140-10
A
Appendix C – PDR Level Design Estimate
This page is intentionally left blank.
CDM Spreadsheet Report Page 1
08-06-Plant134_Upgrades 9/15/2008 1:00 PM
East Valley Water District
Plant 134 Upgrades and Expansion
PDR Level Design Estimate
Project name 08-06-Plant134_Upgrades
Labor rate table CA07 San Bernardino
Equipment rate table 00 081H R Equip Rate
Notes This is an Opinion of Probable Construction Cost only, as defined by
the documents provided at the level of design indicated above. CDM
has no control over the cost of labor, materials, equipment, or services
furnished, over schedules, over contractor's methods of determining
prices, competitive bidding, market or negotiating conditions. CDM
does not guarantee that this opinion will not vary from actual cost, or
contractor's bids.
There are not any costs provided for: Change Orders, Design
Engineering, Construction Oversight, Client Costs, Finance or Funding
Costs, Legal Fees, Land Acquisition or temporary/permanent
Easements, Operations, or any other costs associated with this project
that are not specifically part of the bidding contractor's proposed scope.
The total cost shown is valid to only two significant figures
Assumptions:
No rock excavation is required
Only nominal dewatering is needed
No consideration for contaminated soils or hazardous materials (i.e.
asbestos, lead)
Based on a 40 hour work week with no overtime.
Report format Sorted by 'Bid Item/Division/Section'
'Detail' summary
Allocate addons
Combine items
CDM Spreadsheet Report Page 2
08-06-Plant134_Upgrades 9/15/2008 1:00 PM
Bid
Item Division Section Description Takeoff Quantity Total Cost/Unit Total Amount
00 Base Scope
02 Sitework
02200 Site Preparation 88,968
02300 Earthwork 68,701
02600 Drainage & Containment 14,242
02700 Base Ballasts Pavement and Appurtenances 67,467
02300 Earthwork 620
02500 Utilities 6,418
02600 Drainage and Containment 24,981
02800 Site Improvements and Amenities 22,049
02 Sitework 293,445
03 Concrete
03000 Concrete 306,752
03 Concrete 306,752
05 Metals
05050 Basic Materials and Methods 565,089
05 Metals 565,089
11 Equipment
11200 Water Treatment Equipment 446,825
11 Equipment 446,825
13 Special Construction
13110 Cathodic Protection 5,036
13400 Measurement & Control Instrumentation 59,956
13 Special Construction 64,993
15 Mechanical
15110 Valves 9,319
15220 Process Water and Waste Pipe 150,956
15700 HVAC 52,162
15 Mechanical 212,438
16 Electrical
16000 Electrical 51,729
16100 conduit and conductors 207,364
16200 Generator 820,788
16400 Distribution 139,503
16500 Lighting 25,127
16700 Communication 234
16 Electrical 1,244,746
00 Base Scope 3,134,287
01 Submerged Membrane Option
11 Equipment
11200 Water Treatment Equipment 7,621,960
11 Equipment 7,621,960
16 Electrical
16000 Electrical 989,281
16100 conduit and conductors 21,805
16 Electrical 1,011,086
01 Submerged Membrane Option 8,633,046
02 Pressure Membrane Option
11 Equipment
11200 Water Treatment Equipment 8,021,045
11 Equipment 8,021,045
16 Electrical
16000 Electrical 1,154,161
16100 conduit and conductors 44,324
16400 Distribution 68,976
16 Electrical 1,267,461
02 Pressure Membrane Option 9,288,506
03 CIP Waste Sanitary Sewer
02 Sitework
02200 Site Preparation 25,293
02300 Earthwork 6,442
02700 Base Ballasts Pavement and Appurtenances 34,800
02 Sitework 66,535
15 Mechanical
15220 Process Water and Waste Pipe 505,882
15 Mechanical 505,882
03 CIP Waste Sanitary Sewer 572,417
04 Booster Pump Station Modification
09 Finishes
09900 Paint and Coatings 360
09 Finishes 360
11 Equipment
11200 Water Treatment Equipment 594,318
CDM Spreadsheet Report Page 3
08-06-Plant134_Upgrades 9/15/2008 1:00 PM
Bid
Item Division Section Description Takeoff Quantity Total Cost/Unit Total Amount
11 Equipment 594,318
15 Mechanical
15000 Mechanical 42,049
15 Mechanical 42,049
16 Electrical
16000 Electrical 6,021
16100 conduit and conductors 98
16 Electrical 6,119
04 Booster Pump Station Modification 642,845
05 Holding Tank to New Sewer
Connection
02 Sitework
02500 Utility Services 11,991
02 Sitework 11,991
15 Mechanical
15220 Process Water and Waste Pipe 15,739
15 Mechanical 15,739
05 Holding Tank to New Sewer
Connection
27,730
06 Additional Neutralization Tank
03 Concrete
03000 Concrete 15,607
03 Concrete 15,607
05 Metals
05050 Basic Materials and Methods 36,536
05 Metals 36,536
13 Special Construction
13200 Storage Tanks 38,554
13 Special Construction 38,554
16 Electrical
16000 Electrical 6,200
16 Electrical 6,200
06 Additional Neutralization Tank 96,897
07 Upsize Piping inside (E) Treatment
Bld'g
09 Finishes
09900 Paint and Coatings 1,360
09 Finishes 1,360
11 Equipment
11200 Water Treatment Equipment 14,989
11 Equipment 14,989
15 Mechanical
15220 Process Water and Waste Pipe 33,927
15000 Mechanical 178,693
15 Mechanical 212,620
07 Upsize Piping inside (E) Treatment
Bld'g
228,970
CDM Spreadsheet Report Page 4
08-06-Plant134_Upgrades 9/15/2008 1:00 PM
Estimate Totals
Description Amount Totals Hours Rate
22,624,698 22,624,698
Total 22,624,698
CDM Spreadsheet Report Page 1
08-06-Plant134_Upgrades 9/12/2008 12:24 PM
East Valley Water District
Plant 134 Upgrades and Expansion
PDR Level Design Estimate
Project name 08-06-Plant134_Upgrades
Labor rate table CA07 San Bernardino
Equipment rate table 00 081H R Equip Rate
Notes This is an Opinion of Probable Construction Cost only, as defined by
the documents provided at the level of design indicated above. CDM
has no control over the cost of labor, materials, equipment, or services
furnished, over schedules, over contractor's methods of determining
prices, competitive bidding, market or negotiating conditions. CDM
does not guarantee that this opinion will not vary from actual cost, or
contractor's bids.
There are not any costs provided for: Change Orders, Design
Engineering, Construction Oversight, Client Costs, Finance or Funding
Costs, Legal Fees, Land Acquisition or temporary/permanent
Easements, Operations, or any other costs associated with this project
that are not specifically part of the bidding contractor's proposed scope.
The total cost shown is valid to only two significant figures
Assumptions:
No rock excavation is required
Only nominal dewatering is needed
No consideration for contaminated soils or hazardous materials (i.e.
asbestos, lead)
Based on a 40 hour work week with no overtime.
Report format Sorted by 'Bid Item/Division/Section'
'Detail' summary
Combine items
CDM Spreadsheet Report Page 2
08-06-Plant134_Upgrades 9/12/2008 12:24 PM
Bid
Item Division Section Description Takeoff Quantity Total Cost/Unit Total Amount
00 Base Scope
02 Sitework
02200 Site Preparation
Demo Chain Link Fencing 250.00 lf 5.00 /lf 1,250
Remove Utilities Pipe, 2" - 8"dia (no excavation)40.00 lf 7.77 /lf 311
Remove Utilities Pipe, 18" - 30"dia (no excavation)250.00 lf 16.79 /lf 4,198
Saw Cut Asphalt Pavement, 6"thk 1,070.00 lf 3.06 /lf 3,269
Demo Bituminous Pave 15,530.00 sf 1.13 /sf 17,599
Load Demo to Stockpile Cat 426 Loader/Backhoe 80hp
(40cy/ch)
166.32 cy 3.33 /cy 554
Load Demo to Stockpile Cat 466 Loader/Backhoe 95hp
(80cy/ch)
34.89 cy 2.01 /cy 70
Haul Demo/On Site 10cy Rear Dump 55.75 cy 12.14 /cy 677
Load Off-site Haul Cat 426 Loader/Backhoe 80hp
(40cy/ch)
172.49 cy 3.33 /cy 575
Load Off-site Haul Cat 466 Loader/Backhoe 95hp
(80cy/ch)
51.43 cy 2.01 /cy 103
Haul Demo/Off Site 10cy Rear Dump 2.00 Hour/Load 2.25 load 291.38 /load 655
Haul Demo/Off Site 18cy Rear Dump 4.00 Hour/Load 2.11 load 669.68 /load 1,414
Haul Demo/Off Site 18cy Rear Dump 2.00 Hour/Load 19.84 load 334.84 /load 6,643
Demolition Tipping Fees- Concrete/Masonry 190.77 cy 62.62 /cy 11,946
Demolition Tipping Fees- Metals 16.07 ton 31.00 /ton 498
Demolition Tipping Fees- Archtectural 0.40 ton 31.00 /ton 12
Remove and Relocate Trees/Shrubs - Allowance 1,200.00 sf 4.00 /sf 4,800
Demo Selective Items-Each 1.00 ea 176.89 /ea 177
Demo Selective Items-CY 10.50 cy 176.89 /cy 1,857
Load Demo to Stockpile Cat 466 Loader/Backhoe 95hp
(80cy/ch)
15.50 cy 2.01 /cy 31
Haul Demo/On Site 10cy Rear Dump 15.50 cy 12.14 /cy 188
Load Off-site Haul Cat 466 Loader/Backhoe 95hp
(80cy/ch)
15.50 cy 2.01 /cy 31
Haul Demo/Off Site 18cy Rear Dump 2.00 Hour/Load 1.72 load 334.84 /load 577
Demolition Tipping Fees- Concrete/Masonry 15.50 cy 62.62 /cy 971
Demo existing alum. storage tank 1.00 ea 950.00 /ea 950
02200 Site Preparation 59,355
02300 Earthwork
Cut/Fill- Loader 3cy/CP323 Compactor 244.00 cy 14.33 /cy 3,496
FINE GRADE (Summary)13,200.00 sf /sf
Fine Grade- Grader G12 13,200.00 sf 0.04 /sf 519
Excavate- Excavator 138HP/1.25cy 125.80 cy 3.90 /cy 490
Backfill- Loader 2cy/Trench Compactor 90.22 cy 8.50 /cy 767
IMPORT MATERIAL (Summary)11.02 CY /CY
Import Earth Fill 0.46 cy 12.20 /cy 6
ASTM D448 # 57 Stone (1.00- No. 4)10.56 cy 19.20 /cy 203
Shore Excavation BSF 537.41 bsf 32.09 /bsf 17,245
Survey & Stake Pipeline 498.00 lf 0.32 /lf 158
Trenching- Backhoe/Loader 95HP Average Exc.29.36 cy 10.72 /cy 315
Trenching Excavator- 130 HP Average Exc.573.83 cy 4.87 /cy 2,795
Trench Bedding-Backhoe/Loader 95HP 3.22 cy 13.82 /cy 45
Trench Bedding-Excavator- 130 HP 31.75 cy 12.82 /cy 407
Trench Pipe Zone Backfill-Backhoe/Loader 95HP 2.56 cy 16.58 /cy 42
Trench Pipe Zone Backfill-Excavator- 130 HP 27.40 cy 20.51 /cy 562
Trench Native Backfill-Backhoe/Loader 95HP 21.61 cy 15.17 /cy 328
Trench Native Backfill- Loader C938 3cy 480.42 cy 4.30 /cy 2,067
Sand Bedding/Zone/Engineered Fill Material 64.93 cy 26.40 /cy 1,714
Load Trench Spoils/Stockpile Cat 466 Loader/Backhoe
95hp (80cy/ch)
101.17 cy 2.01 /cy 203
Haul Trench Spoils/Stockpile- 10cy Rear Dump 4
Load/Hour
101.17 cy 4.73 /cy 479
Trench Shores- Aluminum Hydraulic 36" width x 7' Rail 1.00 u/mo 76.00 /u/mo 76
Trench Shield- 6x16 2.00 u/mo 1,410.00 /u/mo 2,820
Silt Fence For Trenching 398.00 lf 3.63 /lf 1,443
Pipe Detectable/Non-Detectable Tape 220.00 lf 0.27 /lf 60
Pipe Test 278.00 lf 2.24 /lf 623
Pipe Locates (Pot Hole)8.00 ea 535.16 /ea 4,281
Concrete Thrust Block, 12"4.00 ea 201.08 /ea 804
Concrete Thrust Block, 16"2.00 ea 225.71 /ea 451
Concrete Thrust Block, 20"2.00 ea 272.80 /ea 546
Concrete Thrust Block, 24"2.00 ea 302.80 /ea 606
EXCAVATION SPOILS (Grand Total)136.75 cy /cy
Foundation Excavation Spoils (Summary)35.59 cy /cy
Trenching Spoils (Summary)101.17 cy /cy
Load Spoils Cat 466 Loader/Backhoe 95hp (80cy/ch)101.17 cy 2.01 /cy 203
Load Spoils Cat 320 Excavator 140hp (120cy/ch)35.59 cy 1.62 /cy 58
Haul Spoils/Off Site 10cy Rear Dump 1 Load/Hour 101.17 cy 18.92 /cy 1,914
Haul Spoils/Off Site 18cy Rear Dump 4 Load/Hour 35.59 cy 3.02 /cy 108
02300 Earthwork 45,834
02600 Drainage & Containment
Unload Care & Protect RCP & Fittings 220.00 lf 0.01 /lf 3
Layout Pipe & Fitting 220.00 lf 0.48 /lf 106
RCP Equipment- Cat 325 Excavator 7.92 ch 192.38 /ch 1,524
RCP Class IV Pipe 12"220.00 lf 19.05 /lf 4,190
RCP Wye 12 1.00 ea 523.17 /ea 523
RCP Wall Bell 12 5.00 ea 222.27 /ea 1,111
RCP Interior Grout Joint 12 31.00 ea 22.05 /ea 683
RCP Exterior Grout Joint (diaper) 12 31.00 ea 43.91 /ea 1,361
02600 Drainage & Containment 9,501
02700 Base Ballasts Pavement and Appurtenances
Road Base 488.00 cy 39.35 /cy 19,202
CDM Spreadsheet Report Page 3
08-06-Plant134_Upgrades 9/12/2008 12:24 PM
Bid
Item Division Section Description Takeoff Quantity Total Cost/Unit Total Amount
02700 Base Ballasts Pavement and Appurtenances
Fine Grade Road Base 1,465.00 sy 2.65 /sy 3,878
Bituminous Base Course 3"1,465.00 sy 8.58 /sy 12,570
Bituminous Top Course 2"1,465.00 sy 6.39 /sy 9,361
02700 Base Ballasts Pavement and
Appurtenances
45,011
02300 Earthwork
Elec. Ductbank Trenching Spoils
(Summary)
19.75 cy /cy
Load Spoils Cat 466 Loader/Backhoe 95hp (80cy/ch)19.75 cy 2.01 /cy 40
Haul Spoils/Off Site 10cy Rear Dump 1 Load/Hour 19.75 cy 18.92 /cy 374
02300 Earthwork 413
02500 Utilities
Ductbank Layout 75.00 lf 0.10 /lf 7
Ductbank Detectable/Non-Detectable Tape 75.00 lf 0.27 /lf 20
Ductbank Excavation Backhoe/Loader 60.49 cy 25.23 /cy 1,527
Ductbank Backfill & Compaction 40.74 cy 22.12 /cy 901
Ductbank Spoils Load/Stockpile Rubber Tired Loader
2.50 CY
19.75 cy 7.56 /cy 149
Ductbank Spoils Haul/Stockpile- 10cy Rear Dump 4
Load/Hour
19.75 cy 4.73 /cy 93
2500 psi Concrete- Red Dye 14.84 cy 105.00 /cy 1,559
Water Base Non-Residual Cure 200.00 sf 0.12 /sf 25
02500 Utilities 4,282
02600 Drainage and Containment
Catch Basin 48" x 48" x 6'-0" Deep 1.00 ea 6,551.05 /ea 6,551
Unload Care & Protect Manhole 4.00 ea 42.95 /ea 172
Place & Shape Manhole Base & Inverts- 36"3.00 ea 609.74 /ea 1,829
Manhole 48" x 7' Deep 2.00 ea 2,327.64 /ea 4,655
Manhole 48" x 10' Deep 1.00 ea 3,458.64 /ea 3,459
02600 Drainage and Containment 16,666
02800 Site Improvements and Amenities
Chain Link Fence 310.00 lf 38.00 /lf 11,780
Chain Link Fence Vehicle Gate 20'1.00 ea 2,000.00 /ea 2,000
3 Strand Barb Wire @ Top Add 310.00 lf 3.00 /lf 930
02800 Site Improvements and Amenities 14,710
02 Sitework 195,772
03 Concrete
03000 Concrete
Retaining Wall Allowance - Wall 1 72.00 lf 250.00 /lf 18,000
Retaining Wall Allowance - Wall 2 14.00 lf 250.00 /lf 3,500
Retaining Wall Allowance - Wall 3 30.00 lf 250.00 /lf 7,500
Foundation for New Membrane System Bldg 137.00 cy 650.00 /cy 89,050
Foundation for New Membrane System Bldg -
Reinforcing
17.20 tn 2,000.00 /tn 34,400
Foundation for New CIP/Neutralization Area 28.00 cy 650.00 /cy 18,200
Foundation for New CIP/Neutralization Area - Reinforcing 3.45 tn 2,000.00 /tn 6,900
Foundation for NEw CIP/Chemical Storage Area 14.00 cy 750.00 /cy 10,500
Foundation for NEw CIP/Chemical Storage Area -
Reinforcing
1.75 tn 2,000.00 /tn 3,500
Foundation for Generator 9.00 cy 650.00 /cy 5,850
Foundation for Generator - Reinforcing 1.15 tn 2,000.00 /tn 2,300
Concrete Drainage Swale 5.00 cy 750.00 /cy 3,750
Concrete Drainage Swale - Reinforcing 0.60 tn 2,000.00 /tn 1,200
03000 Concrete 204,650
03 Concrete 204,650
05 Metals
05050 Basic Materials and Methods
Metal Building Allowance - Membrane Building 4,750.00 sf 65.00 /sf 308,750
Metal Building Allowance - CIP/Neutralization System
Area
750.00 sf 65.00 /sf 48,750
Metal Building Allowance - Chemical Storage Area 300.00 sf 65.00 /sf 19,500
05050 Basic Materials and Methods 377,000
05 Metals 377,000
11 Equipment
11200 Water Treatment Equipment
On Site Sodium Hypochlorite Generation System-300
ppd
1.00 ls 102,800.00 /ls 102,800
On Site Sodium Hypochlorite Generation Installation /
Connections
1.00 ls 30,800.00 /ls 30,800
Hydrogen Detector 1.00 ea 8,000.00 /ea 8,000
Startup assistance 1.00 ea 10,000.00 /ea 10,000
620 GPM Recycle Pumps 2.00 ea 40,000.00 /ea 80,000
620 GPM Recycle Pumps - Install 2.00 ea 8,000.00 /ea 16,000
Diaphram meetering pump 9.00 ea 1,500.00 /ea 13,500
Mag drive centrifugal pump 2.00 ea 7,000.00 /ea 14,000
6,500 Gal FRP Tank 1.00 ea 15,000.00 /ea 15,000
Water Softeners 2.00 ea 4,000.00 /ea 8,000
11200 Water Treatment Equipment 298,100
11 Equipment 298,100
13 Special Construction
13110 Cathodic Protection
Cathodic Protection - Allowance 280.00 lf 12.00 /lf 3,360
13110 Cathodic Protection 3,360
13400 Measurement & Control Instrumentation
Allowance I&C sub contractor 1.00 ls 40,000.00 /ls 40,000
CDM Spreadsheet Report Page 4
08-06-Plant134_Upgrades 9/12/2008 12:24 PM
Bid
Item Division Section Description Takeoff Quantity Total Cost/Unit Total Amount
13400 Measurement & Control Instrumentation 40,000
13 Special Construction 43,360
15 Mechanical
15110 Valves
Gate Valve, Solid Wedges, flg, 6"3.00 ea 483.00 /ea 1,449
Check Valve, Swing, flg, 6"2.00 ea 2,384.17 /ea 4,768
15110 Valves 6,217
15220 Process Water and Waste Pipe
6.0' Depth- Cast Iron Valve Box
(Top/Bottom/Extension/Lid + Base)
6.00 ea 366.53 /ea 2,199
8-0/0" MegaLug 1100 for DI Pipe (Material Only)4.00 ea 62.02 /ea 248
12-0/0" MegaLug 1100 for DI Pipe (Material Only)15.00 ea 133.51 /ea 2,003
16-0/0" MegaLug 1100 for DI Pipe (Material Only)26.00 ea 243.49 /ea 6,331
20-0/0" MegaLug 1100 for DI Pipe (Material Only)13.00 ea 427.72 /ea 5,560
24-0/0" MegaLug 1100 for DI Pipe (Material Only)37.00 ea 517.21 /ea 19,137
Unload Care & Protect Other Lined MJ DIP & Fittings 47,556.60 lbs 0.01 /lbs 581
Layout Other Lined MJ DIP & Fitting 278.00 lf 0.48 /lf 134
DIP Equipment- Cat 325 Excavator 16.01 ch 192.38 /ch 3,080
DIP Other Lined, Mech. Joint, 90 Bend MJ x MJ, 12"2.00 ea 811.27 /ea 1,623
DIP Other Lined, Mech. Joint, 90 Bend MJ x MJ, 16"2.00 ea 1,382.35 /ea 2,765
DIP Other Lined, Mech. Joint, 90 Bend MJ x MJ, 24"3.00 ea 2,921.83 /ea 8,766
DIP Other Lined, Mech. Joint, Base 90 Bend MJ x MJ,
24"
1.00 ea 3,217.37 /ea 3,217
DIP Other Lined, Mech. Joint, 11-1/4 Bend MJ x MJ, 20"1.00 ea 1,719.32 /ea 1,719
DIP Other Lined. Mech. Joint, Tee MJ x MJ, 24"x 24"1.00 ea 4,294.04 /ea 4,294
DIP Other Lined. Mech. Joint, Wye MJ x MJ, 24"x 24"1.00 ea 6,054.25 /ea 6,054
DIP Other Lined, Connecting Piece, MJ x MJ, 8" dia. x
8"
1.00 ea 494.76 /ea 495
DIP Other Lined, Connecting Piece, MJ x MJ, 12" dia. x
8"
4.00 ea 645.81 /ea 2,583
DIP Other Lined, Connecting Piece, MJ x MJ, 16" dia. x
8"
8.00 ea 1,036.09 /ea 8,289
DIP Other Lined, Connecting Piece, MJ x MJ, 20" dia. x
8"
4.00 ea 1,339.83 /ea 5,359
DIP Other Lined, Connecting Piece, MJ x MJ, 24" dia. x
8"
9.00 ea 1,647.11 /ea 14,824
Tie-in to Existing 24" Line 1.00 ea 570.00 /ea 570
Tie-in to Existing 16" Line 2.00 ea 440.00 /ea 880
15220 Process Water and Waste Pipe 100,711
15700 HVAC
HVAC Allowance - Ventilation 5,800.00 sf 6.00 /sf 34,800
15700 HVAC 34,800
15 Mechanical 141,728
16 Electrical
16000 Electrical
demo 2 existing NoOHpump locations 2.00 ea 345.25 /ea 691
demo 2-pea pump locations 2.00 ea 345.25 /ea 691
demo 2 FC pump locations 2.00 ea 345.25 /ea 691
demo 2 pump locations washwater location 2.00 ea 345.25 /ea 691
demo and relocate LP1 andTLP1 4.00 ea 345.25 /ea 1,381
remove pre-CL2 pumps total of 5 5.00 ea 345.21 /ea 1,726
remove existing PLC CL-150 Replace with CT-300
(Labor only)
1.00 ea 345.25 /ea 345
Walk Behind Trenching to 48" Deep 125.00 lf 8.95 /lf 1,119
CORE DRILLING from existing to new struct 2.00 type 550.00 /type 1,100
Core Drill Minimum Mobilize 2.00 mob 220.00 /mob 440
Core Drill 0-3/4" Diameter to 6" Deep 4.00 ea 40.70 /ea 163
Firestop 0-3/4" Penetration 4.00 ea 58.95 /ea 236
1-1/2" Conduit Strut Clamp 480.00 ea 4.59 /ea 2,203
0-3/4" Conduit Strut Clamp- PVC Coated 37.00 ea 6.28 /ea 232
12ga Galv-Channel 1-5/8" Slotted Hole 120.00 lf 22.04 /lf 2,645
B287 Channel End Cap-Green B22 80.00 ea 8.66 /ea 693
3/8-16x 3-1/2" Hex Bolt-Zinc 32.00 ea 5.14 /ea 164
3/8 Flat Washer- Zinc 32.00 ea 0.02 /ea 1
3/8-16x2-0/0" Hex Bolt- Stainless 80.00 ea 5.51 /ea 441
3/8 Flat Washer- Stainless 80.00 ea 0.08 /ea 7
3/8-16x 3-3/4" Wedge Anchor- 1-1/2" Min-Depth 32.00 ea 10.03 /ea 321
3/8-16 Drop-In Anchor for Machine Bolt/Screw 80.00 ea 10.54 /ea 843
1" Black ID Tape (60 yard Roll)10.00 roll 42.19 /roll 422
1" Blue ID Tape (60 yard Roll)2.00 roll 42.19 /roll 84
1" Green ID Tape (60 yard Roll)2.00 roll 42.19 /roll 84
1" Orange ID Tape (60 yard Roll)2.00 roll 42.19 /roll 84
1" Red ID Tape (60 yard Roll)2.00 roll 42.19 /roll 84
BARRICADE TAPE 2.00 type 16.50 /type 33
3" CAUTION High Voltage- Barricade Tape (1000' Roll)1.00 roll 48.35 /roll 48
MARKERS 1.00 type 44.00 /type 44
10 Roll Dispenser- Number Markers (Marked 0-9)1.00 ea 35.66 /ea 36
1-1/4" Identification Plates 20.00 ea 4.40 /ea 88
ALLOWANCE ELECTRICAL TESTING,GEAR, GRD,
FAULT
1.00 ls 16,500.00 /ls 16,500
to 1 HP- 3 Wire- Three Phase- 480V Motor Connection 3.00 ea 60.15 /ea 180
16000 Electrical 34,511
16100 conduit and conductors
4" EMT Conduit Strut Clamp 6.00 ea 7.64 /ea 46
#12 THHN Black 1,496.00 lf 0.59 /lf 887
#12 THHN Green 376.00 lf 0.59 /lf 223
#12 THHN Green 374.00 lf 0.59 /lf 222
#10 THHN Green 220.00 lf 0.82 /lf 180
#8 THHN Black 376.00 lf 1.23 /lf 463
CDM Spreadsheet Report Page 5
08-06-Plant134_Upgrades 9/12/2008 12:24 PM
Bid
Item Division Section Description Takeoff Quantity Total Cost/Unit Total Amount
16100 conduit and conductors
#8 THHN Blue 376.00 lf 1.23 /lf 463
#8 THHN Red 376.00 lf 1.23 /lf 463
#6 THHN Black 880.00 lf 1.90 /lf 1,670
#6 THHN Green 125.00 lf 1.90 /lf 237
#6 THHN Green 275.00 lf 1.90 /lf 522
#4 THHN Black 375.00 lf 2.80 /lf 1,051
#4 THHN Black 405.00 lf 2.80 /lf 1,135
#4 THHN Black 420.00 lf 2.80 /lf 1,177
#1 THHN Green 105.00 lf 5.12 /lf 537
250 kcmil THHN Black 500.00 lf 13.81 /lf 6,904
400 kcmil THHN Black 2,000.00 lf 21.85 /lf 43,702
500 kcmil THHN Black 420.00 lf 26.03 /lf 10,932
#12 THW Green 100.00 lf 0.59 /lf 59
#12 THW Green 110.00 lf 0.59 /lf 64
#12 THW Green 240.00 lf 0.59 /lf 141
#10 THW Black 200.00 lf 0.81 /lf 161
#10 THW Black 220.00 lf 0.81 /lf 177
#10 THW Black 480.00 lf 0.81 /lf 386
1-0/0" GRC Conduit 10.00 lf 9.15 /lf 92
0-3/4" PVC Coated Steel Conduit 720.00 lf 10.20 /lf 7,343
0-3/4" PVC Coated Steel Conduit 10.00 lf 10.20 /lf 102
0-3/4" PVC Coated Steel Conduit 180.00 lf 10.20 /lf 1,836
0-3/4" PVC Coated Steel Conduit 210.00 lf 10.20 /lf 2,142
1-0/0" PVC Coated Steel Conduit 190.00 lf 13.03 /lf 2,476
1-1/2" PVC Coated Steel Conduit 230.00 lf 19.87 /lf 4,570
1-1/2" PVC Coated Steel Conduit 125.00 lf 19.87 /lf 2,484
1-1/2" PVC Coated Steel Conduit 240.00 lf 19.87 /lf 4,769
0-3/4" PVC Coated GRC Conduit- Field Cut & Thread 12.00 ea 11.55 /ea 139
1-1/2" PVC Coated GRC Conduit- Field Cut & Thread 3.00 ea 14.44 /ea 43
0-3/4" PVC Coated Steel Coupling 8.00 ea 22.90 /ea 183
0-3/4" PVC Coated Steel Coupling 37.00 ea 22.90 /ea 847
1-0/0" PVC Coated Steel Coupling 4.00 ea 27.11 /ea 108
1-1/2" PVC Coated Steel Coupling 12.00 ea 39.78 /ea 477
0-3/4" PVC Coated Steel Termination 8.00 ea 69.88 /ea 559
1-0/0" PVC Coated Steel Termination 0.13 ea 86.54 /ea 12
1-0/0" PVC Coated Steel Termination 2.00 ea 86.77 /ea 174
1-0/0" PVC Coated Steel Termination 0.06 ea 86.80 /ea 5
1-0/0" PVC Coated Steel Termination 2.00 ea 86.77 /ea 174
1-0/0" PVC Coated Steel Termination 0.05 ea 87.04 /ea 5
1-0/0" PVC Coated Steel Termination 0.23 ea 86.80 /ea 20
1-0/0" PVC Coated Steel Termination 0.14 ea 86.90 /ea 12
1-0/0" PVC Coated Steel Termination 0.11 ea 86.55 /ea 10
0-3/4" PVC Coated Steel 90 Elbow 6.00 ea 47.50 /ea 285
0-3/4" PVC Coated Steel 90 Elbow 4.00 ea 47.50 /ea 190
0-3/4" PVC Coated Steel 90 Elbow 12.00 ea 47.50 /ea 570
1-0/0" PVC Coated Steel 90 Elbow 3.00 ea 55.40 /ea 166
1-0/0" PVC Coated Steel 90 Elbow 2.00 ea 55.40 /ea 111
1-0/0" PVC Coated Steel 90 Elbow 3.00 ea 55.40 /ea 166
1-0/0" PVC Coated Steel 90 Elbow 2.00 ea 55.40 /ea 111
1-1/2" PVC Coated Steel 90 Elbow 15.00 ea 84.54 /ea 1,268
1-0/0" x 48" PVC Coated Steel Elbow 2.00 ea 255.37 /ea 511
1-0/0" x 48" PVC Coated Steel Elbow 2.00 ea 255.38 /ea 511
1-1/2" x 12" PVC Coated Steel Elbow 3.00 ea 139.11 /ea 417
0-3/4" C PVC Coated Steel 2-Hub Conduit Body/Cover 4.00 ea 91.29 /ea 365
0-3/4" LB PVC Coated Steel 2-Hub Conduit Body/Cover 4.00 ea 91.31 /ea 365
0-3/4" Tee PVC Coated Steel 3-Hub Conduit Body/Cover 4.00 ea 122.34 /ea 489
4-0/0" EMT Conduit 60.00 lf 22.49 /lf 1,349
4-0/0" EMT Steel Set Screw Coupling 6.00 ea 75.36 /ea 452
4-0/0" EMT Insulated Steel Compression Connection 6.00 ea 300.02 /ea 1,800
4-0/0" EMT 90 Deg Elbow 6.00 ea 242.46 /ea 1,455
4-0/0" EMT 45 Deg Elbow 3.00 ea 242.46 /ea 727
4" PVC-Schd 40 900.00 lf 20.76 /lf 18,688
4" x 3-0/0" PVC Conduit Intermediate Spacer 90.00 ea 3.21 /ea 289
4" x 3-0/0" PVC Conduit Base Spacer 30.00 ea 3.21 /ea 96
0-1/2"- Threaded Steel Conduit Seal Fittings 4.00 ea 44.87 /ea 179
0-3/4"- Threaded Steel Conduit Seal Fittings 10.00 ea 50.44 /ea 504
1-0/0"- Threaded Steel Conduit Seal Fittings 10.00 ea 61.38 /ea 614
1-1/2"- Threaded Steel Conduit Seal Fittings 18.00 ea 94.02 /ea 1,692
Twist on Wire Connector- Green 12.00 ea 0.09 /ea 1
Twist on Wire Connector- Red 12.00 ea 0.08 /ea 1
#10 Compression Terminal Lugs-One Hole 2.00 ea 20.45 /ea 41
#6 Compression Terminal Lugs-One Hole 8.00 ea 24.03 /ea 192
#6 Compression Terminal Lugs-One Hole 7.00 ea 24.02 /ea 168
#4 Compression Terminal Lugs-One Hole 12.00 ea 27.29 /ea 327
#1 Compression Terminal Lugs-One Hole 3.00 ea 38.21 /ea 115
2/0 Compression Terminal Lugs-One Hole 3.00 ea 47.49 /ea 142
500 kcmil Compression Terminal Lugs-One Hole 12.00 ea 120.88 /ea 1,451
#10 Mechanical Terminal Lugs-One Hole 18.00 ea 14.44 /ea 260
# 4- Phase Wire Size- SealTite Flex (3')- 3 Conductor +
Ground - 600V
1.00 ea 85.17 /ea 85
3 HP- 3 Wire- Three Phase- 480V Motor Connection 2.00 ea 60.15 /ea 120
15 HP- 3 Wire- Three Phase- 480V Motor Connection 2.00 ea 72.18 /ea 144
25 HP- 3 Wire- Three Phase- 480V Motor Connection 6.00 ea 86.62 /ea 520
30 HP- 3 Wire- Three Phase- 480V Motor Connection 2.00 ea 96.24 /ea 192
40 HP- 3 Wire- Three Phase- 480V Motor Connection 2.00 ea 105.87 /ea 212
75 HP- 3 Wire- Three Phase- 480V Motor Connection 4.00 ea 153.99 /ea 616
16100 conduit and conductors 138,343
16200 Generator
1200 KW GENERATOR 1.00 ea 540,096.26 /ea 540,096
CDM Spreadsheet Report Page 6
08-06-Plant134_Upgrades 9/12/2008 12:24 PM
Bid
Item Division Section Description Takeoff Quantity Total Cost/Unit Total Amount
16200 Generator
GENERATOR ACCESSORIES - INSTALL
& TERMINATE (Summary)
1.00 lot /lot
Generator Battery Charger 1.00 ea 57.74 /ea 58
Generator Control Panel 1.00 ea 692.94 /ea 693
Generator Muffler 1.00 ea 115.49 /ea 115
Generator Flexible Exhaust Pipe 1.00 ea 11.55 /ea 12
Generator Exhaust Rain Cap 1.00 ea 11.55 /ea 12
Muffler Hanger 1.00 ea 57.74 /ea 58
Generator Block Heater Connect 1.00 ea 7.22 /ea 7
500 Gallon Fuel Tank Installation 1.00 ea 250.23 /ea 250
Generator Vibration Isolators 1.00 ea 115.49 /ea 115
TESTING 1.00 ls 1,650.00 /ls 1,650
Test Generator 50.00 ea 57.75 /ea 2,887
2000 Amp (Free Standing)-ATS 3-Pole, NEMA 1 1.00 ea 1,636.10 /ea 1,636
16200 Generator 547,590
16400 Distribution
2000 Amp-Free Standing Bolted Press. Switches -
Installation & 3P4W Conductor Term. (w/Neutral)
1.00 ea 1,828.58 /ea 1,829
Unload Care & Protect MCC Sections 8.00 ea 790.92 /ea 6,327
Motor Control Center (MCC) 8- Section 1.00 ea 55,109.79 /ea 55,110
1200 A-MCC: Multiple Section Bus Bar Connections -
Per Bus Bar
7.00 ea 72.18 /ea 505
NEMA 4-Field Mounted in MCC's - Single Speed
Reversing 3-Pole
5.00 ea 298.35 /ea 1,492
Install Equipment- RT Crane 40 MT 2.00 ch 230.86 /ch 462
150 Amp #1-3-Pole Conductor Termination/Circuit
Breakers (includes Neutrals)
13.00 ea 1,648.29 /ea 21,428
Unload Care & Protect Power Distribution Units 1.00 ea 790.92 /ea 791
240kA- 3Phase 277/480 - NEMA 1- Transient Voltage
Surge Suppressor (TVSS)
1.00 ea 5,126.60 /ea 5,127
16400 Distribution 93,070
16500 Lighting
allowance for forvapor proof 96" fixture 20.00 ea 513.63 /ea 10,272
allowance for 96"lLong 2-Lamp-Surface Mount
Fluorescent Strip
6.00 ea 422.01 /ea 2,532
allowance flourescent cage 6.00 ea 192.96 /ea 1,158
allowance for 70w hid wall pak 10.00 ea 280.15 /ea 2,802
16500 Lighting 16,764
16700 Communication
4 Pair-Cat 5e UTP/Plenum in Conduit 230.00 lf 0.68 /lf 156
16700 Communication 156
16 Electrical 830,433
00 Base Scope 2,091,044
01 Submerged Membrane Option
11 Equipment
11200 Water Treatment Equipment
Submerged Membrane Filtration System 1.00 ls 3,780,000.00 /ls 3,780,000
Epoxy coated carbon steel cells 1.00 ls 360,000.00 /ls 360,000
Membrane Filtration System Installation / Connections 1.00 ls 945,000.00 /ls 945,000
11200 Water Treatment Equipment 5,085,000
11 Equipment 5,085,000
16 Electrical
16000 Electrical
Package Equipment Electrical / I&C Allowance 1.00 ls 660,000.00 /ls 660,000
16000 Electrical 660,000
16100 conduit and conductors
#6 THHN Green 128.00 lf 1.90 /lf 243
#6 THHN Green 138.00 lf 1.90 /lf 262
#6 THHN Green 148.00 lf 1.90 /lf 281
#4 THHN Black 384.00 lf 2.80 /lf 1,076
#4 THHN Black 414.00 lf 2.80 /lf 1,160
#4 THHN Black 444.00 lf 2.80 /lf 1,244
1-1/2" PVC Coated Steel Conduit 236.00 lf 19.87 /lf 4,689
1-1/2" PVC Coated Steel Conduit 133.00 lf 19.87 /lf 2,643
1-1/2" PVC Coated GRC Conduit- Field Cut & Thread 3.00 ea 14.44 /ea 43
1-1/2" PVC Coated Steel Coupling 12.00 ea 39.78 /ea 477
1-0/0" PVC Coated Steel Termination 0.25 ea 86.90 /ea 22
1-0/0" PVC Coated Steel Termination 0.13 ea 86.54 /ea 12
1-1/2" PVC Coated Steel 90 Elbow 15.00 ea 84.54 /ea 1,268
1-1/2" x 12" PVC Coated Steel Elbow 3.00 ea 139.11 /ea 417
Twist on Wire Connector- Red 24.00 ea 0.08 /ea 2
#4 Compression Terminal Lugs-One Hole 9.00 ea 27.29 /ea 246
75 HP- 3 Wire- Three Phase- 480V Motor Connection 3.00 ea 153.99 /ea 462
16100 conduit and conductors 14,547
16 Electrical 674,547
01 Submerged Membrane Option 5,759,547
02 Pressure Membrane Option
11 Equipment
11200 Water Treatment Equipment
Pressure Membrane Filtration System 1.00 ls 4,281,000.00 /ls 4,281,000
Pressure Membrane Filtration System Installation /
Connections
1.00 ls 1,070,250.00 /ls 1,070,250
CDM Spreadsheet Report Page 7
08-06-Plant134_Upgrades 9/12/2008 12:24 PM
Bid
Item Division Section Description Takeoff Quantity Total Cost/Unit Total Amount
11200 Water Treatment Equipment 5,351,250
11 Equipment 5,351,250
16 Electrical
16000 Electrical
Package Equipment Electrical / I&C Allowance 1.00 ls 770,000.00 /ls 770,000
16000 Electrical 770,000
16100 conduit and conductors
#6 THHN Green 635.00 lf 1.86 /lf 1,183
#4 THHN Black 333.00 lf 2.75 /lf 915
#4 THHN Black 1,476.00 lf 2.75 /lf 4,057
#4 THHN Black 810.00 lf 2.75 /lf 2,226
#4 THHN Black 429.00 lf 2.75 /lf 1,179
1-1/2" PVC Coated Steel Conduit 96.00 lf 19.87 /lf 1,907
1-1/2" PVC Coated Steel Conduit 5.00 lf 19.87 /lf 99
1-1/2" PVC Coated Steel Conduit 208.00 lf 19.87 /lf 4,133
1-1/2" PVC Coated Steel Conduit 5.00 lf 19.87 /lf 99
1-1/2" PVC Coated Steel Conduit 224.00 lf 19.87 /lf 4,451
1-1/2" PVC Coated Steel Conduit 10.00 lf 19.87 /lf 199
1-1/2" PVC Coated Steel Conduit 128.00 lf 19.87 /lf 2,543
1-1/2" PVC Coated Steel Conduit 5.00 lf 19.87 /lf 99
1-1/2" PVC Coated GRC Conduit- Field Cut & Thread 8.00 ea 14.44 /ea 115
1-1/2" PVC Coated Steel Coupling 2.00 ea 39.78 /ea 80
1-1/2" PVC Coated Steel Coupling 1.00 ea 39.78 /ea 40
1-1/2" PVC Coated Steel Coupling 4.00 ea 39.78 /ea 159
1-1/2" PVC Coated Steel Coupling 2.00 ea 39.78 /ea 80
1-1/2" PVC Coated Steel Coupling 4.00 ea 39.78 /ea 159
1-1/2" PVC Coated Steel Coupling 2.00 ea 39.78 /ea 80
1-1/2" PVC Coated Steel Coupling 4.00 ea 39.78 /ea 159
1-1/2" PVC Coated Steel Coupling 4.00 ea 39.78 /ea 159
1-1/2" PVC Coated Steel Coupling 1.00 ea 39.78 /ea 40
1-0/0" PVC Coated Steel Termination 0.24 ea 86.71 /ea 21
1-0/0" PVC Coated Steel Termination 0.51 ea 86.80 /ea 44
1-0/0" PVC Coated Steel Termination 0.13 ea 86.54 /ea 12
1-1/2" PVC Coated Steel 90 Elbow 32.00 ea 84.54 /ea 2,705
1-1/2" x 12" PVC Coated Steel Elbow 8.00 ea 139.11 /ea 1,113
Twist on Wire Connector- Red 16.00 ea 0.08 /ea 1
Twist on Wire Connector- Red 32.00 ea 0.08 /ea 3
#6 Compression Terminal Lugs-One Hole 6.00 ea 24.03 /ea 144
#6 Compression Terminal Lugs-One Hole 1.00 ea 24.02 /ea 24
#4 Compression Terminal Lugs-One Hole 18.00 ea 27.29 /ea 491
#4 Compression Terminal Lugs-One Hole 3.00 ea 27.29 /ea 82
75 HP- 3 Wire- Three Phase- 480V Motor Connection 5.00 ea 153.99 /ea 770
16100 conduit and conductors 29,571
16400 Distribution
480 VAC/ 75 H.P.-Drive Units - Variable Frequency A.C.
(Unload, Inspect, Handle, Install)
5.00 ea 9,203.51 /ea 46,018
16400 Distribution 46,018
16 Electrical 845,588
02 Pressure Membrane Option 6,196,838
03 CIP Waste Sanitary Sewer
02 Sitework
02200 Site Preparation
Demo Bituminous Pave 6,800.00 sf 1.13 /sf 7,706
Load Demo to Stockpile Cat 426 Loader/Backhoe 80hp
(40cy/ch)
84.00 cy 3.33 /cy 280
Load Off-site Haul Cat 426 Loader/Backhoe 80hp
(40cy/ch)
84.00 cy 3.33 /cy 280
Haul Demo/Off Site 18cy Rear Dump 2.00 Hour/Load 10.00 load 334.84 /load 3,348
Demolition Tipping Fees- Concrete/Masonry 84.00 cy 62.62 /cy 5,260
02200 Site Preparation 16,874
02300 Earthwork
Mobilize & Return Grading Equipment (8hr each way)1.00 ea 2,239.36 /ea 2,239
Cut/Fill- Loader 3cy/CP323 Compactor 125.00 cy 14.33 /cy 1,791
FINE GRADE (Summary)6,800.00 sf /sf
Fine Grade- Grader G12 6,800.00 sf 0.04 /sf 267
02300 Earthwork 4,298
02700 Base Ballasts Pavement and Appurtenances
Road Base 252.00 cy 39.35 /cy 9,916
Fine Grade Road Base 755.00 sy 2.65 /sy 1,999
Bituminous Base Course 3"755.00 sy 8.58 /sy 6,478
Bituminous Top Course 2"755.00 sy 6.39 /sy 4,824
02700 Base Ballasts Pavement and
Appurtenances
23,217
02 Sitework 44,389
15 Mechanical
15220 Process Water and Waste Pipe
Gravity/Forced Sanitary Sewer w/Trench - Allowance 1,350.00 lf 250.00 /lf 337,500
15220 Process Water and Waste Pipe 337,500
15 Mechanical 337,500
03 CIP Waste Sanitary Sewer 381,889
04 Booster Pump Station Modification
09 Finishes
09900 Paint and Coatings
Pipe Painting Preparation/Small Tools & Consumables 139.28 sf 0.20 /sf 28
Paint 6" Pipe 50.00 lf 2.50 /lf 125
CDM Spreadsheet Report Page 8
08-06-Plant134_Upgrades 9/12/2008 12:24 PM
Bid
Item Division Section Description Takeoff Quantity Total Cost/Unit Total Amount
09900 Paint and Coatings
Paint 10" Pipe 20.00 lf 3.81 /lf 76
Paint 16" Pipe 2.00 lf 5.32 /lf 11
09900 Paint and Coatings 240
09 Finishes 240
11 Equipment
11200 Water Treatment Equipment
Foothill zone booster pumps 2.00 ea 62,500.00 /ea 125,000
Foothill zone booster pumps - Install 2.00 ea 18,750.00 /ea 37,500
Canal zone booster pumps 3.00 ea 65,000.00 /ea 195,000
Canal zone booster pumps - Install 2.00 ea 19,500.00 /ea 39,000
11200 Water Treatment Equipment 396,500
11 Equipment 396,500
15 Mechanical
15000 Mechanical
Demo Selective Items-Each 9.00 ea 240.89 /ea 2,168
Demo SS Pipe 10"30.00 lf 0.98 /lf 30
Demo SS Pipe 16"15.00 lf 1.30 /lf 19
Demo Pipe Valves 10"1.00 ea 15.73 /ea 16
Demo Pipe Hangers 10"4.00 ea 11.80 /ea 47
Demo Pipe Hangers 16"2.00 ea 15.73 /ea 31
Load Demo to Stockpile Crane RT 22 Metric Tonn 12.38 ch 219.44 /ch 2,717
Haul Demo/On Site 10cy Rear Dump 12.38 cy 12.14 /cy 150
Load Off-site Haul Cat 963 Crawler Loader 160hp/3.0
CY (120cy/ch)
7.00 cy 1.76 /cy 12
Load Off-site Haul Crane RT 22 Metric Tonn 5.38 ch 219.44 /ch 1,181
Haul Demo/Off Site 10cy Rear Dump 2.00 Hour/Load 1.38 load 291.38 /load 401
Demolition Tipping Fees- Metals 8.54 ton 31.00 /ton 265
Butterfly Valve, Worm Gear, 10"1.00 ea 816.11 /ea 816
Unload & Inventory Nut/Bolt & Gasket Sets 3.00 ea 5.08 /ea 15
6-0/0" 150# 316 Stainless Steel Bolt Sets 13.50 ea 50.00 /ea 675
10-0/0" 150# 316 Stainless Steel Bolt Sets 2.00 ea 113.00 /ea 226
16-0/0" 150# 316 Stainless Steel Bolt Sets 1.00 ea 300.00 /ea 300
6-0/0" Full Faced EPDM Gasket 1/8"5.00 ea 6.02 /ea 30
6-0/0" EPDM Ring Gasket 1/8"8.50 ea 3.32 /ea 28
10-0/0" Viton Ring Gasket 1/8"2.00 ea 51.87 /ea 104
16-0/0" Viton Ring Gasket 1/8"1.00 ea 111.93 /ea 112
Unload Care & Protect Other Lined Flanged DIP &
Fittings
1,549.80 lbs 0.01 /lbs 19
Layout Other Lined Flanged DIP & Fitting 50.00 lf 0.48 /lf 24
DIP Equipment- RT Crane 40 MT 1.80 ch 209.87 /ch 378
DI Pipe, FLxFL, CL53, Other Lined, 6" x 2'-0"1.00 ea 439.14 /ea 439
DI Pipe, FLxFL, CL53, Other Lined, 6" x 3'-0"5.00 ea 478.27 /ea 2,391
DI Pipe, FLxFL, CL53, Other Lined, 6" x 6'-0"5.00 ea 597.13 /ea 2,986
DI, Other Lined, 90 Short Radius Bend, FL, 6"1.00 ea 260.76 /ea 261
DI, Other Lined, Tee, FL, 6"x 6"1.00 ea 390.73 /ea 391
Blind Flange Class 150, 10"3.00 ea 278.09 /ea 834
Blind Flange Class 150, 16"2.00 ea 743.88 /ea 1,488
Unload Care & Protect Pipe/Fittings 1,958.14 lbs 0.01 /lbs 24
Layout Pipe & Fitting 22.00 lf 0.48 /lf 11
Steel Pipe Equipment- RT Crane 40 MT 0.83 ch 209.87 /ch 175
300 amp Welder for Steel Pipe 0.83 ch 10.71 /ch 9
A53 CW Schd. 40 Pipe BW, 10"16.08 lf 58.11 /lf 934
A53 CW Schd. 40 Pipe BW, 16"2.00 lf 99.57 /lf 199
A53 Sch-40 90 EL BW, 10"1.00 ea 712.95 /ea 713
A53 Sch 40 Ecc. Reducer BW, 16.00" x 10.00"2.00 ea 1,535.06 /ea 3,070
A53 Sch 40 SW Stub End, 10"2.00 ea 649.56 /ea 1,299
A53 Sch 40 SW Stub End, 16"1.00 ea 1,533.47 /ea 1,533
Weld Neck Flange Stnd/XS Class 150, 10"2.00 ea 408.04 /ea 816
Weld Neck Flange Stnd/XS Class 150, 16"1.00 ea 714.97 /ea 715
15000 Mechanical 28,053
15 Mechanical 28,053
16 Electrical
16000 Electrical
demo booster pumps 5.00 ea 345.21 /ea 1,726
Haul Demo/On Site 10cy Rear Dump 1.00 cy 13.36 /cy 13
0-3/4" Conduit Strut Clamp 320.00 ea 3.23 /ea 1,033
1-0/0" Conduit Strut Clamp 320.00 ea 3.35 /ea 1,071
25 HP- 3 Wire- Three Phase- 480V Motor Connection 2.00 ea 86.62 /ea 173
16000 Electrical 4,017
16100 conduit and conductors
Demo 0-3/4" Conduit- GRC 40.00 lf 1.63 /lf 65
16100 conduit and conductors 65
16 Electrical 4,082
04 Booster Pump Station Modification 428,875
05 Holding Tank to New Sewer
Connection
02 Sitework
02500 Utility Services
New Manhole at gravity/forced sewer line 1.00 ea 8,000.00 /ea 8,000
02500 Utility Services 8,000
02 Sitework 8,000
15 Mechanical
15220 Process Water and Waste Pipe
PVC Piping 6" w/trench- Allowance 140.00 lf 75.00 /lf 10,500
CDM Spreadsheet Report Page 9
08-06-Plant134_Upgrades 9/12/2008 12:24 PM
Bid
Item Division Section Description Takeoff Quantity Total Cost/Unit Total Amount
15220 Process Water and Waste Pipe 10,500
15 Mechanical 10,500
05 Holding Tank to New Sewer
Connection
18,500
06 Additional Neutralization Tank
03 Concrete
03000 Concrete
Foundation for New Additional Neut. Tank Area 14.00 cy 650.00 /cy 9,100
Foundation for New Additional Neut. Tank Area -
Reinforcing
1.75 tn 750.00 /tn 1,313
03000 Concrete 10,413
03 Concrete 10,413
05 Metals
05050 Basic Materials and Methods
Metal Building Allowance - Add'l Neutralization System
Area
375.00 sf 65.00 /sf 24,375
05050 Basic Materials and Methods 24,375
05 Metals 24,375
13 Special Construction
13200 Storage Tanks
Additional 13,500 gal Neutralization Tank 1.00 ea 25,721.60 /ea 25,722
13200 Storage Tanks 25,722
13 Special Construction 25,722
16 Electrical
16000 Electrical
Core Drill 0-3/4" Diameter to 6" Deep 1.00 ea 40.70 /ea 41
Firestop 0-3/4" Penetration 1.00 ea 58.95 /ea 59
0-3/4" Conduit Strut Clamp- PVC Coated 20.00 ea 6.28 /ea 126
#12 THHN Green 215.00 lf 0.59 /lf 126
#10 THHN Black 645.00 lf 0.81 /lf 519
0-3/4" PVC Coated Steel Conduit 200.00 lf 10.20 /lf 2,040
0-3/4" PVC Coated GRC Conduit- Field Cut & Thread 2.00 ea 11.55 /ea 23
0-3/4" PVC Coated Steel Coupling 20.00 ea 22.90 /ea 458
0-3/4" PVC Coated Steel Termination 4.00 ea 69.88 /ea 280
0-3/4" PVC Coated Steel 90 Elbow 4.00 ea 47.50 /ea 190
0-3/4" LB PVC Coated Steel 2-Hub Conduit Body/Cover 1.00 ea 91.31 /ea 91
0-3/4" Tee PVC Coated Steel 3-Hub Conduit Body/Cover 1.00 ea 122.34 /ea 122
Twist on Wire Connector- Red 7.00 ea 0.08 /ea 1
#10 Compression Terminal Lugs-One Hole 3.00 ea 20.45 /ea 61
16000 Electrical 4,136
16 Electrical 4,136
06 Additional Neutralization Tank 64,645
07 Upsize Piping inside (E) Treatment
Bld'g
09 Finishes
09900 Paint and Coatings
Pipe Painting Preparation/Small Tools & Consumables 492.18 sf 0.20 /sf 100
Paint 16" Pipe 10.00 lf 5.32 /lf 53
Paint 20" Pipe 8.00 lf 8.78 /lf 70
Paint 24" Pipe 65.00 lf 10.52 /lf 684
09900 Paint and Coatings 908
09 Finishes 908
11 Equipment
11200 Water Treatment Equipment
Static Mixer 1.00 ea 10,000.00 /ea 10,000
11200 Water Treatment Equipment 10,000
11 Equipment 10,000
15 Mechanical
15220 Process Water and Waste Pipe
Butterfly Valve, Worm & Gear, flg, 16"3.00 ea 2,676.91 /ea 8,031
Butterfly Valve, Worm & Gear, MJ, 24"3.00 ea 4,867.82 /ea 14,603
15220 Process Water and Waste Pipe 22,634
15000 Mechanical
Demo SS Pipe 16"34.00 lf 1.30 /lf 44
Demo Pipe Valves 16"4.00 ea 15.73 /ea 63
Demo Pipe Hangers 16"7.00 ea 15.73 /ea 110
Load Demo to Stockpile Cat 426 Loader/Backhoe 80hp
(40cy/ch)
1.76 cy 3.33 /cy 6
Haul Demo/On Site 10cy Rear Dump 1.76 cy 12.14 /cy 21
Load Off-site Haul Cat 426 Loader/Backhoe 80hp
(40cy/ch)
1.76 cy 3.33 /cy 6
Haul Demo/Off Site 18cy Rear Dump 2.00 Hour/Load 0.20 load 334.82 /load 65
Demolition Tipping Fees- Metals 2.61 ton 31.00 /ton 81
Steel/DIP Pipe Support N.O.C., 16"3.00 ea 682.46 /ea 2,047
Steel/DIP Pipe Support N.O.C., 20"2.00 ea 939.85 /ea 1,880
Steel/DIP Pipe Support N.O.C., 24"6.00 ea 1,035.76 /ea 6,215
Butterfly Valve, Worm & Gear, flg, 16"2.00 ea 1,846.91 /ea 3,694
Butterfly Valve, Worm & Gear, flg, 20"4.00 ea 2,784.97 /ea 11,140
Unload & Inventory Nut/Bolt & Gasket Sets 16.00 ea 5.08 /ea 81
16-0/0" 150# 316 Stainless Steel Bolt Sets 10.00 ea 300.00 /ea 3,000
20-0/0" 150# 316 Stainless Steel Bolt Sets 4.00 ea 500.00 /ea 2,000
24-0/0" 150# 316 Stainless Steel Bolt Sets 2.00 ea 600.00 /ea 1,200
16-0/0" Viton Ring Gasket 1/8"10.00 ea 111.93 /ea 1,119
20-0/0" Viton Ring Gasket 1/8"4.00 ea 134.55 /ea 538
CDM Spreadsheet Report Page 10
08-06-Plant134_Upgrades 9/12/2008 12:24 PM
Bid
Item Division Section Description Takeoff Quantity Total Cost/Unit Total Amount
15000 Mechanical
24-0/0" Viton Ring Gasket 1/8"2.00 ea 179.01 /ea 358
Unload Care & Protect Pipe/Fittings 22,557.03 lbs 0.01 /lbs 276
Weight of Pipe (Zero Cost Item)12,937.03 lbs /lbs
Weight of Fittings (Zero Cost Item)9,620.00 lbs /lbs
Layout Pipe & Fitting 83.00 lf 0.48 /lf 40
Steel Pipe Equipment- RT Crane 40 MT 6.92 ch 209.87 /ch 1,453
300 amp Welder for Steel Pipe 6.92 ch 10.71 /ch 74
A53 CW Schd. 40 Pipe BW, 20"3.00 lf 140.11 /lf 420
A53 CW Schd. 40 Pipe BW, 24"31.66 lf 186.42 /lf 5,902
A53 Sch-40 90 EL BW, 16"2.00 ea 1,791.23 /ea 3,582
A53 Sch-40 90 EL BW, 20"1.00 ea 2,996.58 /ea 2,997
A53 Sch-40 90 EL BW, 24"5.00 ea 4,595.20 /ea 22,976
A53 Sch 40 Ecc. Reducer BW, 24.00" x 16.00"2.00 ea 5,092.72 /ea 10,185
A53 Sch 40 SW Stub End, 16"10.00 ea 1,533.47 /ea 15,335
A53 Sch 40 SW Stub End, 20"2.00 ea 2,334.96 /ea 4,670
Weld Neck Flange Stnd/XS Class 150, 16"10.00 ea 714.97 /ea 7,150
Weld Neck Flange Stnd/XS Class 150, 20"4.00 ea 981.70 /ea 3,927
Weld Neck Flange Stnd/XS Class 150, 24"2.00 ea 1,257.44 /ea 2,515
Blind Flange Class 150, 20"2.00 ea 1,204.81 /ea 2,410
Blind Flange Class 150, 24"1.00 ea 1,636.17 /ea 1,636
15000 Mechanical 119,216
15 Mechanical 141,850
07 Upsize Piping inside (E) Treatment
Bld'g
152,757
CDM Spreadsheet Report Page 11
08-06-Plant134_Upgrades 9/12/2008 12:24 PM
Estimate Totals
Description Amount Totals Hours Rate
DIRECT COST 15,094,095 15,094,095
FIELD OFFICE OVERHEAD 1,509,410 10.000 %
1,509,410 16,603,505
HOME OFFICE OVERHEAD 996,210 6.000 %
996,210 17,599,715
MARGIN 1,759,972 10.000 %
1,759,972 19,359,687
BUILDER'S RISK INSURANCE 193,597 1.000 %
GENERAL LIABILITY INSURANCE 387,194 2.000 %
BONDS 387,194 2.000 %
967,985 20,327,672
Escalation to Mid Point Constr 2,297,027 11.300 %
2,297,027 22,624,699
Total 22,624,699
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SHEET NO.DWG
NO.DRAWING TITLE
GENERAL
1 G1 COVER SHEET
2 G2 GENERAL ABBREVIATIONS, LEGEND, AND SHEET INDEX
3 G3 PROCESS FLOW DIAGRAM - OPTION 1 PRESSURE MEMBRANE SYSTEM
4 G4 PROCESS FLOW DIAGRAM - OPTION 2 SUBMERGED MEMBRANE SYSTEM
5 G5 HYDRAULIC PROFILE - OPTION 1 PRESSURE MEMBRANE SYSTEM
6 G6 HYDRAULIC PROFILE - OPTION 2 SUBMERGED MEMBRANE SYSTEM
CIVIL
7 C1 GENERAL SITE PLAN
8 C2 ENTRANCE MODIFICATIONS AND GRADING
9 C3 OVERALL YARD PIPING PLAN
10 C4 ENLARGED YARD PIPING PLAN
11 C5 CIVIL DEMOLITION
ARCHITECTURAL NOT INCLUDED IN PDR
MECHANICAL
12 M1 MECHANICAL LEGEND
13 M2 CONTACT CLARIFIER/FILTER SYSTEM MODIFICATIONS - PLAN
14 M3 PRESSURE MEMBRANE SYSTEM PLAN - OPTION1
15 M4 OPTION 1 PRESSURE MEMBRANE SYSTEM - SECTION
16 M5 SUBMERGED MEMBRANE SYSTEM PLAN - OPTION 2
17 M6 OPTION 2 SUBMERGED MEMBRANE SYSTEM - SECTION
18 M7 CHEMICAL STORAGE, CIP AND NEUTRALIZATION SYSTEM - PLAN
19 M8 CHLORINE SYSTEM MODIFICATIONS - PLAN AND SECTIONS
20 M9 CHEMICAL FEED SYSTEM MODIFICATIONS - PLAN
21 M10 NOT USED
22 M11 PUMP STATION MODIFICATIONS
23 M12
INFLUENT CONTROL STRUCTURE AND RECYCLE PUMP STATION
MODIFICATIONS
HVAC NOT INCLUDED IN PDR
ELECTRICAL
24 E1 ELELCTRICAL LEGENDS AND ABBREVIATIONS
25 E2 EXISTING MCC LAYOUT MODIFICATIONS
26 E3 EXISTING SINGLE LINE DIAGRAM MODIFICATIONS
27 E4 MCC #3 SINGLE LINE DIAGRAM AND LAYOUT
28 E5 PROPOSED ELECTRICAL ROOM LAYOUT
I&C
28 I-1 I&C LEGEND 1 OF 2
29 I-2 I&C LEGEND 2 OF 2
30 I-3 SCADA NETWORK ARCHITECTURE
31 I-4 PLANT INFLUENT SYSTEM - MODIFICATIONS
32 I-5 EXISTING TREATMENT SYSTEM - MODIFICATIONS
33 I-6 EXISTING STORAGE AND DISTRIBUTION PUMPING SYSTEM - MODIFICATIONS
34 I-7 EXISTING WASHWATER RECYCLE SYSTEM - MODIFICATIONS
35 I-8 PRESSURE MEMBRANE SYSTEM OPTION 1
36 I-9 SUBMERGED MEMBRANE SYSTEM PLAN OPTION 2
37 I-10 MEMBRANE CLEANING SYSTEM
38 I-11 COMPRESSED AIR SYSTEM
39 I-12 CHLORINE GENERATOR SYSTEM - MODIFICATIONS
40 I-13 SODIUM HYPOCHLORITE FEED SYSTEMS - MODIFICATIONS
41 I-14 COAGULANT FEED SYSTEMS - MODIFICATIONS
42 I-15 POLYMER FEED SYSTEMS - MODIFICATIONS
43 I-16 SODIUM HYDROXIDE FEED SYSTEMS - MODIFICATIONS
44 I-17 ORTHOPHOSPHATE FEED SYSTEM - MODIFICATIONS
45 I-18 CIP ACID FEED SYSTEM
46 I-19 CIP SODIUM HYPOCHLORITE FEED SYSTEM
47 I-20 CIP SODIUM BISULFITE FEED SYSTEM
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STREAM ID 123456789101112131415 161718 19 A B C DEF G H J K
DESIGN FLOW (mgd) 10.5 8.0 2.5 8.9 4.4 8.9 8.9 8.00 4.00 8.0 -- -- 0.9 0.9 -- -- 4.3 3.6 VARIABLE CHEMICAL DOSE (mg/L) 0.5 30 2.5 0.8 15 20,000 1,000 10,0001,500 N/A
DESIGN FLOW (gpm) 7292 5556 1750 6173 3086 6173 6173 5556 2778 5556 3500 3500 617 617 1720 N/A 3000 2500 VARIABLE DESIGN FLOW (gph)
PRESSURE (psi)
pH 2 OR 10 7 - 8 pH 12 - 13 2 12 - 13 5 - 6 14 ≤ 2.5 12 - 13 14 4 - 5.5 N/A
NOTES:
1. Flows shown are maximum anticipated flows.
2. Pressures shown are maximum anticipated pressures during peak flow conditions.
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STREAM ID 1 2 3 4 5 6 7 8 9 1011121314 15 16 1718 19 A B C D E F G H J K
DESIGN FLOW (mgd) 10.5 8.0 2.5 8.9 4.4 8.9 8.9 8.00 4.00 8.0 -- -- 0.9 0.9 -- -- 4.3 3.6 VARIABLE CHEMICAL DOSE (mg/L) 0.5 30 2.5 0.8 15 20,000 1,000 10,0001,500 N/A
DESIGN FLOW (gpm) 7292 5556 1750 6173 3086 6173 6173 5556 2778 5556 3500 3500 617 617 1720 N/A 3000 2500 VARIABLE DESIGN FLOW (gph)
PRESSURE (psi)
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NOTES:
1. Flows shown are maximum anticipated flows.
2. Pressures shown are maximum anticipated pressures during peak flow conditions.
Final
Preliminary Design
Report
East Valley Water District
Plant 134 Upgrades and Expansion
September 17, 2008
Final
Preliminary Design
Report
East Valley Water District
Plant 134 Upgrades and Expansion
September 17, 2008
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Contents
Section 1 Introduction
1.1 Existing Plant 134...................................................................................................... 1-1
1.2 Pilot Study Results .................................................................................................... 1-2
1.3 Recommended Modifications to Plant 134 ........................................................... 1-3
1.4 Report Outline ........................................................................................................... 1-4
Section 2 Treatment Process Description
2.1 Design Requirements ............................................................................................... 2-1
2.1.1 Design Flow................................................................................................ 2-1
2.1.2 Raw Water Quality .................................................................................... 2-1
2.1.3 Finished Water Quality ............................................................................ 2-3
2.2 Pretreatment .............................................................................................................. 2-4
2.2.1 Pre-Oxidation ............................................................................................. 2-4
2.2.2 Membrane Pre-Filtration .......................................................................... 2-5
2.2.3 Coagulation ................................................................................................ 2-6
2.3 Membrane Filtration ................................................................................................ 2-7
2.3.1 Option 1 Low-Pressure Membranes ....................................................... 2-8
2.3.2 Option 2 Submerged Membranes ......................................................... 2-10
2.4 Membrane Cleaning System ................................................................................. 2-11
2.4.1 Chemically Enhanced Backwash (CEB) ............................................... 2-11
2.4.2 Clean-In-Place (CIP) and Neutralization ............................................. 2-12
2.5 Post-Treatment ........................................................................................................ 2-14
2.5.1 Disinfection .............................................................................................. 2-14
2.5.2 Corrosion Control .................................................................................... 2-14
2.5.3 pH Control ................................................................................................ 2-15
2.6 Backwash Waste Handling ................................................................................... 2-15
2.6.1 Washwater Recycle Pump Station ........................................................ 2-16
2.7 Chemical Storage and Feed System ..................................................................... 2-17
2.7.1 Pre-Oxidation ........................................................................................... 2-17
2.7.2 Ferric Coagulant ...................................................................................... 2-18
2.7.3 Sodium Hypochlorite .............................................................................. 2-19
2.7.3.1 Modifications to On-Site Sodium Hypochlorite System ..... 2-19
2.7.3.2 Sodium Hypochlorite for Pre-Oxidation, Disinfection and
Membrane CEB ........................................................................................ 2-21
2.7.3.3 Sodium Hypochlorite for Membrane CIP ............................. 2-22
2.7.4 Orthophosphate ....................................................................................... 2-22
2.7.5 Sodium Hydroxide .................................................................................. 2-23
2.7.6 Acid ........................................................................................................... 2-24
2.7.7 Sodium Bisulfite ...................................................................................... 2-24
2.7.8 Polymer ..................................................................................................... 2-25
2.8 Modification to Existing Booster Pump Station ................................................. 2-25
Table of Contents
EVWD Plant 134 Upgrades and Expansion Preliminary Design Report
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2.9 Primary Disinfection with Free Chlorine at Plant 134 ....................................... 2-27
2.10 Hydraulic Analysis ................................................................................................. 2-29
2.10.1 Existing Hydraulics ................................................................................. 2-29
2.10.1.1 Northfork Canal Pipeline ........................................................ 2-29
2.10.1.2 State Water Project Pipeline .................................................... 2-31
2.10.1.3 Existing Treatment and Distribution ..................................... 2-32
2.10.2 Low Pressure Membrane System Hydraulics ..................................... 2-32
2.10.3 Submerged Membrane System Hydraulics ......................................... 2-34
2.10.4 Summary of Hydraulic Implications .................................................... 2-37
2.11 Summary of Design Criteria ................................................................................. 2-38
Section 3 Design Standards
3.1 Civil ............................................................................................................................ 3-1
3.1.1 Applicable Codes, Standards, and References ...................................... 3-1
3.1.2 Existing Site-Civil Features ...................................................................... 3-2
3.1.3 Proposed Civil Upgrades and Additions ............................................... 3-2
3.1.4 Design Criteria ........................................................................................... 3-3
3.2 Geotechnical .............................................................................................................. 3-4
3.2.1 Applicable Codes, Standards, and References ...................................... 3-5
3.2.2 Existing Geotechnical Conditions and Previous Studies ..................... 3-5
3.2.3 Plant Expansion Geotechnical Issues ...................................................... 3-6
3.2.4 Recommended Additional Geotechnical Studies ................................. 3-6
3.3 Architectural .............................................................................................................. 3-6
3.3.1 Applicable Codes, Standards, and References ...................................... 3-7
3.3.2 Existing Architectural Features ............................................................... 3-7
3.3.3 Proposed Architectural Features ............................................................. 3-7
3.3.4 Design Criteria ........................................................................................... 3-8
3.4 Structural ................................................................................................................. 3-10
3.4.1 Applicable Codes, Standards, and References .................................... 3-10
3.4.2 Existing Structural Systems ................................................................... 3-11
3.4.3 Proposed Structural Upgrades .............................................................. 3-11
3.4.4 Materials ................................................................................................... 3-12
3.4.5 Design Loads ............................................................................................ 3-12
3.4.6 Stability Requirements ............................................................................ 3-15
3.4.7 Foundation Design .................................................................................. 3-15
3.4.8 Concrete Design ....................................................................................... 3-15
3.4.9 Structural Steel Design ........................................................................... 3-16
3.4.10 Miscellaneous Metals and Other Materials ......................................... 3-16
3.5 Process Mechanical ................................................................................................. 3-17
3.5.1 Applicable Codes, Standards, and References .................................... 3-17
3.5.2 Existing Process Mechanical Systems ................................................... 3-17
3.5.3 Proposed Process Mechanical Upgrades and Additions ................... 3-18
Table of Contents
EVWD Plant 134 Upgrades and Expansion Preliminary Design Report
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3.6 Building Mechanical ............................................................................................... 3-20
3.6.1 Applicable Codes, Standards, and References .................................... 3-20
3.6.2 Existing Building Mechanical Systems ................................................. 3-21
3.6.3 Proposed Building Mechanical Systems .............................................. 3-21
3.6.4 HVAC Design Criteria ............................................................................ 3-21
3.6.5 HVAC Equipment ................................................................................... 3-23
3.6.6 Plumbing Design Criteria....................................................................... 3-25
3.6.7 Fire Protection Design Criteria .............................................................. 3-26
3.7 Electrical ................................................................................................................... 3-27
3.7.1 Applicable Codes, Standards, and References .................................... 3-27
3.7.2 Existing Electrical System ...................................................................... 3-27
3.7.3 Proposed Electrical Upgrades ............................................................... 3-28
3.7.4 Design Criteria ......................................................................................... 3-34
3.8 Instrumentation and Controls (I&C) ................................................................... 3-38
3.8.1 Applicable Codes, Standards, and References .................................... 3-38
3.8.2 Existing Instrumentation and Control Systems .................................. 3-38
3.8.3 Proposed Instrumentation and Control System Upgrades ............... 3-40
3.8.4 Design Criteria ......................................................................................... 3-41
Section 4 Parameters Requiring Additional Evaluation
4.1 Choice of Coagulant ................................................................................................. 4-1
4.2 Consideration of Pre-GAC or Post-GAC Contactors ........................................... 4-2
4.3 Chemical Cleaning Waste Handling/Disposal .................................................... 4-4
4.3.1 Chemicals used for Membrane Cleaning ............................................... 4-4
4.3.2 Chemical Waste Characterization ........................................................... 4-4
4.3.3 Chemical Waste Disposal Options .......................................................... 4-5
4.3.3.1 Discharge to Sewer ..................................................................... 4-5
4.3.3.2 Discharge to SARI ...................................................................... 4-5
Section 5 Construction Planning
5.1 Updated Schedule .................................................................................................... 5-1
5.2 Construction Sequencing ......................................................................................... 5-3
5.3 Opinion of Probable Cost ........................................................................................ 5-8
Appendices
Appendix A - Figures
Appendix B – List of Membrane Preselection Specifications
Appendix C – PDR Level Design Estimate
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Tables
Table 2-1 Design Flow ................................................................................................... 2-1
Table 2-2 Raw Water Characteristics .......................................................................... 2-2
Table 2-3 Finished Water Quality Goals ..................................................................... 2-4
Table 2-4 Membrane Pre-Filters Design Criteria ....................................................... 2-6
Table 2-5 Pumped Diffusion Flash Mixer for Coagulant System Design Criteria
......................................................................................................................... 2-7
Table 2-6 Membrane Design Flux ................................................................................ 2-7
Table 2-7 Low-Pressure Membrane System Design Criteria ................................... 2-8
Table 2-8 Submerged Membrane System Design Criteria ..................................... 2-10
Table 2-9 Membrane Cleaning Chemicals ................................................................ 2-12
Table 2-10 Membrane Cleaning System Design Criteria ......................................... 2-13
Table 2-11 Operating Parameters for Washwater Recovery Lagoon System ....... 2-16
Table 2-12 Upgraded Recycle Pump Station Design Criteria .................................. 2-17
Table 2-13 Future Potassium Permanganate Storage and Feed System Design
Criteria .......................................................................................................... 2-18
Table 2-14 Ferric Coagulant Storage and Feed System Design Criteria – Ferric
Chloride Option .......................................................................................... 2-19
Table 2-15 Ferric Coagulant Storage and Feed System Design Criteria – Ferric
Sulfate Option ............................................................................................. 2-19
Table 2-16 Design Parameters for Sodium Hypochlorite ........................................ 2-20
Table 2-17 Upgraded On-Site Sodium Hypochlorite Generation System Design
Criteria .......................................................................................................... 2-21
Table 2-18 Sodium Hypochlorite Storage and Feed Systems for Pre-Oxidation/
Disinfection and Membrane CEB Design Criteria ................................. 2-21
Table 2-19 Sodium Hypochlorite Storage and Feed System for Membrane CIP
Design Criteria ............................................................................................ 2-22
Table 2-20 Existing Orthophosphate Storage and Feed System ............................. 2-22
Table 2-21 Sodium Hydroxide Storage and Feed Systems Design Criteria .......... 2-23
Table 2-22 Acid Storage and Feed System Design Criteria ...................................... 2-24
Table 2-23 Sodium Bisulfite Storage and Feed System Design Criteria ................. 2-24
Table 2-24 Upgraded Canal Zone Booster Pump Design Criteria .......................... 2-25
Table 2-25 Upgraded Foothill Zone Booster Pump Design Criteria ...................... 2-26
Table 2-26 Disinfection or CT Results for Upgraded Plant 134 ............................... 2-28
Table 2-27 Estimated Headloss for Upgraded Plant 134 with Low Pressure
Membranes at a Production Flow of 8.0 mgd ......................................... 2-33
Table 2-28 Estimated Headloss for Upgraded Plant 134 with Submerged
Membranes at a Production Flow of 8.0 mgd ......................................... 2-35
Table 2-29 Summary of Hydraulic Implications for Plant 134 Expansion from 4.0 to
8.0 mgd ......................................................................................................... 2-38
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Table 2-30 Summary of Design Criteria for Plant 134 Upgrades and Expansion . 2-39
Table 3-1 Yard Piping Design Criteria – Process Water ........................................... 3-4
Table 3-2 Uniform and Concentrated Live Loads ................................................... 3-13
Table 3-3 Ventilation Quantities ................................................................................ 3-22
Table 3-4 Electrical Loads for Existing Plant............................................................ 3-29
Table 3-5 Electrical Loads for Proposed Norit Pressure Membrane System ....... 3-30
Table 3-6 Electrical Loads for Proposed Memcor Submerged Membrane System
....................................................................................................................... 3-32
Table 3-7 Illumination Levels ..................................................................................... 3-36
Table 3-8 Receptacle Spacing ..................................................................................... 3-37
Table 4-1 Membrane Cleaning Chemicals .................................................................. 4-4
Table 4-2 Membrane Cleaning Chemical Waste Disposal Options ........................ 4-5
Table 5-1 Construction Activities and Changes to Plant Operations ..................... 5-4
Table 5-2 Capital Cost Estimates for Plant 134 Upgrades and Expansion ............ 5-8
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Figures
Figure 2-1 Plant 134 Influent Piping ........................................................................... 2-29
Figure 2-2 Hodgeskin’s Box ......................................................................................... 2-30
Figure 5-1 Schedule for Plant 134 Upgrades and Expansion .................................... 5-2
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List of Acronyms and Abbreviations
AC air change
ACH Aluminum Chloral Hydrate
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
BOD biological oxygen demand
BWW backwash waste
CaCO3 Calcium Carbonate
CBC California Building Code
CCIE Converse Consultants Inland Empire
CCS California Coordinate System
CDM Camp Dresser & McKee
CDMG California Division of Mines and Geology
CDPH California Department of Public Health
CEB chemically enhanced backwash
cf cubic foot
cfm cubic foot per minute
CIP clean-in-place
cm-1 per centimeter
CMU concrete masonry unit
Coag. coagulant
Conv. conventional treatment
C.U. Color Unit
DBP Disinfectant and Disinfection Byproduct
DBPR Disinfectants/Disinfection Byproducts Rule
DF direct filtration
DF+Membrane direct filtration using membranes
District East Valley Water District
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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
FeCl3 Ferric Chloride
Floc. flocculation
FRP fiberglass reinforced plastic
ft foot
fps foot per second
GAC granular activated carbon
gal gallon
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
HAA5 Five Haloacetic Acids
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
IESWTR Interim Enhanced Surface Water Treatment Rule
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
LRAA locational running annual average
LT1ESWTR Long Term 1 Enhanced Surface Water Treatment Rule
LT2ESWTR Long Term 2 Enhanced Surface Water Treatment Rule
MBMA Metal Building Manufacturer’s Association
MCC motor control center
MCL maximum contaminant level
MCS membrane control system
MF microfiltration
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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
NaOH Sodium Hydroxide, Caustic Soda
NEC National Electrical Code
NEMA National Electrical Manufacturers Association
NFPA National Fire Protection Association
NOM natural organic matter
NPSH net positive suction head
NTU Nephelolometric Turbidity Units
O&M operation and maintenance
OCS operator control station
OSHA Occupational Safety and Health Administration
P&ID process and instrumentation diagram
PAC powdered activated carbon
PACL Polyaluminum Chloride
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
sec-1 per second
sf square foot
SMACNA Sheet Metal and Air Conditioning Contractors National
Association
SOD Seven Oaks Dam
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SS stainless steel
Stage 1 DBPR Stage 1 Disinfectants/Disinfection Byproducts Rule
Stage 2 DBPR Stage 2 Disinfectants/Disinfection Byproducts Rule
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
TMP transmembrane pressure
TOC total organic carbon
TSS total suspended solids
TT treatment technique
TTHM Total Trihalomethanes
TU turbidity
TVSS transient voltage surge suppression
µS/cm microsiemens per centimeter
UF ultrafiltration
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 a brief description of East Valley Water District’s (EVWD or
District) Plant 134 and a summary of the findings and recommendations from the
previous studies leading to the preliminary design of the upgrades and expansion of
Plant 134, which is presented in this preliminary design report (PDR).
1.1 Existing Plant 134
The District serves a population of approximately 70,000 customers with both
disinfected groundwater and treated surface water. The District utilizes Plant 134,
located in Highland, CA, to treat both imported and local surface water supply
sources. Currently, Plant 134 has a capacity of 4 million gallons per day (mgd) and
utilizes a proprietary package treatment system consisting of contact clarification and
granular media filtration with backwash and surface wash pumps (Roberts Pacer II).
Alum is used as the coagulant with cationic, nonionic and anionic polymers available
as coagulant and filter aids. On-site generation of sodium hypochlorite is used to
apply free chlorine as the primary and secondary disinfectant. Sodium hydroxide
(caustic soda, NaOH) is used for pH adjustment to satisfy corrosion control objectives.
Waste from the contact clarifier and filter washwater is stored in three on-site
washwater recovery lagoons. Excess solids settle while up to 10 percent of the
remaining volume is decanted and recycled back to the head of the plant. The
remainder either evaporates or is discharged to the City Creek in conformance with
the District’s discharge permit. Periodically, a lagoon is removed from service to
allow the solids to dry. The solids are then removed and transported to a landfill.
The District utilizes free chlorine as its disinfectant and maintains a free chlorine
residual throughout the distribution system. Free chlorine can react with natural
organics in the source water to form chlorination disinfection byproducts (DBP).
Maximum contaminant levels (MCL) and monitoring frequencies for Total
Trihalomethane (TTHM) were originally established in the initial Surface Water
Treatment Rule (SWTR). These were later refined and expanded to include
Haloacetic Acid (HAA5) as part of the Stage 1 DBP Rule. That rule required
compliance based on running annual average results for representative samples
collected quarterly from the distribution system. The recently promulgated Stage 2
DBP Rule requires that compliance be based on running annual average results at
each sampling location within the distribution system. Utilities are also required to
perform a study to identify and then select new monitoring sites, including those with
a high formation potential for TTHM and HAA5. The District is currently performing
this study.
The District is expected to have difficulty complying with the Stage 2 DBP Rule
requirements. As such, an evaluation of alternatives to upgrade and expand Plant 134
was completed in January 2006. This evaluation also considered recent deterioration
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in the local source water quality as a result of the operation of the newly constructed
Seven Oaks Dam (SOD). The January 2006 study recommended that low pressure or
submerged membranes [microfiltration (MF) or ultrafiltration (UF)] be utilized in a
direct filtration mode with the existing contact clarifier and granular media filter
basins converted to flocculation basins ahead of the membranes. The membrane
system was determined to be the preferred alternative based on the following:
Cost competitive with other alternatives evaluated;
Meets the overall treatment objectives;
Readily fits into the existing site footprint without the need to eliminate a
washwater lagoon;
Is a robust treatment process that can address the deteriorated local source water
quality; and,
Has gained wide acceptance in the drinking water industry as an effective
filtration process.
It should be noted that the District does not have the option to utilize chloramines to
carry a residual into the distribution system, which would reduce chlorination DBP
formation potential. Finished water from Plant 134 eventually mixes with chlorinated
groundwater and the District does not wish to modify all groundwater chlorination
facilities to chloramination facilities due to the very high costs associated with the
conversion and the possibility of customer satisfaction issues related to changes in
water quality.
1.2 Pilot Study Results
MF and UF membranes alone have negligible impact on removing DBP precursors
but can be effective in combination with a coagulation process. A pilot study was
conducted, from June to December 2006, to further establish and refine the operating
requirements. The pilot study evaluated low pressure and submerged membrane
systems while treating imported State Water Project (SWP) source water. The timing
of the study did not allow for the evaluation of the local Santa Ana River (SAR) source
water under the worst water quality conditions, which typically follow a storm event
(see Section 2.1.2). However, some useful data was collected for operation with the
best quality SAR source water (that which bypasses the SOD). Aluminum chloral
hydrate (ACH) and ferric chloride (FeCl3) were evaluated as coagulants. The District
expressed an interest in maintaining an aluminum based coagulant. However, ferric
chloride appeared more consistently effective in reducing DBP precursors. The
membranes were operated conservatively relative to chemical cleanings (frequency
limited to once every 30 days), primarily to establish conservative design criteria for
the full-scale plant and thereby give the system greater operational flexibility. A
secondary reason for limiting the frequency of chemical cleanings was to minimize
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the chemical waste generated from chemical cleanings, since the District may have
limited options for neutralized chemical cleaning disposal, which is typically
discharged to a local sewer.
The primary findings of the pilot study, presented in the Plant 134 Membrane Pilot
Study report, dated June 2007, were:
Slightly higher coagulant dosages were required for both membrane systems than
originally anticipated in the alternatives evaluation study (20 mg/L FeCl3
required versus 15 mg/L FeCl3 estimated);
Membrane filter (flux) rates needed to be reduced for the submerged membrane
process to meet overall treatment objectives as compared to those anticipated in
the alternatives evaluation study [20 to 25 gallons per square foot of membrane
per day (gfd) actual versus 40 gfd estimated];
The overall cost of this alternative increased due to higher coagulant requirements
and lower flux; and,
The results indicated that the flocculation step was not needed to achieve
treatment objectives, thereby eliminating the need to convert the existing contact
clarifier basins to flocculation basins.
Similar to the findings of the pilot study, other recent studies on comparable waters
have indicated that flocculation time after initial coagulation has not provided a
marked improvement in finished water quality beyond coagulation-alone upstream
of MF or UF membranes. Unlike media filters, which remove contaminants utilizing
the entire depth of media, membrane filtration utilizes only the surface of the
membrane, allowing a gel layer of coagulant to accumulate at the surface and
providing additional adsorption and removal of organics.
1.3 Recommended Modifications to Plant 134
The pilot study recommended that both submerged and low pressure membranes be
considered further as they are both effective and will enhance competitive bidding.
However, due to the significant difference in layouts, it was recommended that a
specific membrane be selected prior to commencing final design.
In December 2007, the District enlisted the services of CDM to prepare this PDR for
the upgraded and expanded facilities at Plant 134. This includes evaluations of:
Up to four membrane alternatives to replace the existing contact clarifier/granular
media filtration system (Roberts Pacer II);
Yard piping modifications upstream and downstream of the new process;
Site layout modifications including fencing-security and vehicle circulation;
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Hydraulic evaluations associated with retrofitting the plant with either a gravity
flow submerged membrane system followed by low-lift pumps to raise the
filtered water to the on-site reservoir (similar to the existing process), or a low
pressure membrane system where feedwater pumps are used ahead of the
membranes to both feed water through the membranes and to lift to the reservoir;
Primary disinfection with free chlorine at the higher flows;
Ancillary components associated with the membrane system including chemical
cleaning system and disposal of neutralized spent chemicals;
Backwash waste generation, handling, and recovery;
Chemical system upgrades including coagulant and chlorine;
New architectural features for the expanded treatment building;
Additional geotechnical evaluations that may be required;
Instrumentation and control (I&C) system upgrades; and,
Electrical system upgrades for the new Plant 134 facilities, including upsizing of
the finished water pumping capacity as recommended in the EVWD Water Master
Plan, dated January 2008.
The preliminary design evaluation will also be used to develop bid documents for the
pre-selection of a membrane system to be used in the final design.
Several additional investigations were also added to the preliminary design effort.
These include:
Coagulant options (for example, ferric chloride versus ferric sulfate);
Consideration of pre- or post-granular activated carbon (GAC) for organics
removal; and,
Chemical cleaning waste disposal options.
These items are discussed further in this PDR.
1.4 Report Outline
Section 2 of this PDR presents the descriptions of treatment processes and design
criteria, along with a discussion of the plant hydraulic analyses.
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Section 3 identifies the design standards and provides descriptions of existing systems
and proposed upgrades for civil, geotechnical, architectural, structural, process
mechanical, building mechanical, electrical, and I&C disciplines.
Section 4 discusses the parameters requiring additional evaluations, including choice
of coagulant, consideration of pre- or post-GAC contactors, and membrane chemical
cleaning waste handling and disposal options.
Section 5 provides an updated schedule, construction sequencing, and opinion of
probable cost for the upgrades and expansion of Plant 134.
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Section 2
Treatment Process Description
The following subsections present the design requirements, descriptions of treatment
process upgrades, discussion of plant hydraulics, and a summary of design criteria for
the proposed upgrades and expansion of Plant 134.
2.1 Design Requirements
The design requirements for Plant 134 include the plant design flow, source water
quality, and finished water quality goals as established by the District in the Plant 134
Membrane Pilot Study and the EVWD Water Master Plan.
2.1.1 Design Flow
The existing Plant 134 has a nominal capacity of 4.0 mgd. The goal of the project is to
expand the plant capacity to a nominal capacity of 8.0 mgd, consistent with the
EVWD Water Master Plan.
The finished water from Plant 134 is pumped to the District’s Foothill Zone and Canal
Zone, and also can supply the Upper Zone by gravity (see Figures G-3 and G-4 in
Appendix A). An evaluation of the plant hydraulics is included in Section 2.10.
Table 2-1 summarizes the design flow requirements for Plant 134.
Table 2-1
Design Flow
Parameter Existing After Upgrades and Expansion
Plant Feed Flow, maximum 4.4 mgd 8.9 mgd
Finished Water Flow Capacity, nominal 4.0 mgd 8.0 mgd
Finished Water Flow to Foothill Zone 4.3 mgd 4.3 mgd
Finished Water Flow to Canal Zone 1.4 mgd 3.6 mgd
Finished Water Flow to/from Upper Zone Variable Variable
The plant feed flow of a membrane plant is defined as follows:
Plant Feed Flow = Permeate Produced + Waste Produced
= (Permeate Produced/Recovery)
Assuming the minimum membrane system recovery of 90 percent (see Section 2.3),
the maximum plant feed flow required to produce 8.0 mgd of permeate is 8.9 mgd.
The remaining 0.9 mgd is used for membrane backwash and disposed as backwash
waste (see Section 2.6).
2.1.2 Raw Water Quality
Plant 134 can treat local SAR and imported SWP source waters, or a blend of SAR and
SWP water.
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The SAR source water, which traditionally had excellent water quality, has recently
degraded in water quality due to the construction and operation of the SOD as
documented in the 2005 Seven Oaks Dam Water Impacts Study report. This
degradation includes increased levels of DBP precursors, as measured by total organic
carbon (TOC), turbidity, color, iron, manganese, and algae. The District is working
with other local water agencies and the U.S. Army Corps of Engineers in an effort to
return the water quality of the SAR to its historically excellent standard. Nonetheless,
a more robust water treatment system at Plant 134 will provide the District more
flexibility in treating this valuable local source water.
The SWP source water is classified as relatively good source water, but has sufficient
TOC content to result in a DBP formation potential that could exceed the regulatory
standard without effective treatment.
Cryptosporidium cysts have not been detected in either source water at a level that
would require an increased level of removal/inactivation. Both sources are likely to
be classified as Bin 1 per the Long Term 2 Enhanced Surface Water Treatment Rule
(LT2ESWTR).
Table 2-2 summarizes the raw water characteristics of both source waters.
Table 2-2
Raw Water Characteristics
Parameter SAR Source Water SWP Source Water
Color (C.U.) Average – 22 c
Range – 0 to 180
Average – 27.5 a
Range – 8.0 to 118
Turbidity (NTU) Average – 11 c
Range – 0.1 to 200
Average – 1.0 a
Range – 0.1 to 3.5
Temperature (°F) Average – 65 d
Range – 49 to 78
Average – 69 a
Range – 54 to 72
pH Average – 7.7 e
Range – 7.1 to 8.1
Average – 7.7 a
Range – 6.8 to 8.3
Alkalinity (mg/L as CaCO3) Average – 90 e
Range – 83 to 98
Average – 66 a
Range – 54 to 73
Total Hardness (mg/L as CaCO3) Average – 67 e
Range – 33 to 83
Average – 69 a
Range – 30 to 84
UV254 (cm-1) Average – 0.045 a
Range – 0.03 to 0.14
Average – 0.08 a
Range – 0.06 to 0.14
TOC (mg/L) Average – 2.5 f
Range – 1.0 to 4.1
Average – 2.2 a
Range – 1.6 to 2.9
DOC (mg/L) Average – 1.1 a
Range – 0.8 to 1.6
Average – 2.2 a
Range – 1.5 to 2.6
Arsenic (mg/L) Average – 0.002 g
Range – 0.000 to 0.002
Average – 0.003 b
Range – 0.001 to 0.004
Bromide (mg/L) Unknown Average – 0.21 b
Range – 0.1 to 0.34
Calcium (mg/L) Average – 32 h
Range – 20 to 78
Average – 21 b
Range – 16 to 26
Chloride (mg/L) Average – 7.5 h
Range – 0 to 57
Average – 71 b
Range – 46 to 107
Copper (mg/L) Average – 0 h
Range – 0 to 0
Average – 0.003 b
Range – 0.002 to 0.008
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Table 2-2 (continued)
Raw Water Characteristics
Parameter SAR Source Water SWP Source Water
Iron (mg/L) Average – 1.5 i
Range – 0 to 34
Average – < 0.005 b
Range – <0.005 to 0.015
Manganese (mg/L) Average – 0.12 i
Range – 0 to 1.8
Average – 0.010 b
Range – < 0.005 to 0.058
Magnesium (mg/L) Average – 7 h
Range – 3 to 25
Average – 12 b
Range – 9 to 14
Nitrate (mg/L as NO3-) Average – 1.2 h
Range – 0 to 8.2
Average – 3.0 b
Range – 1 to 6.3
Nitrate + Nitrate as N (mg/L) Average – 0.09 i
Range – 0 to 0.58
Average – 0.68 b
Range – 0.23 to 1.4
Sodium (mg/L) Average – 19 h
Range – 8 to 70
Average – 50 b
Range – 38 to 67
Specific Conductance (µS/cm) Average – 283 h
Range – 150 to 600
Unknown
Sulfate (mg/L) Average – 23 h
Range – 8 to 130
Average – 35 b
Range – 24 to 43
TDS (mg/L) Average – 164 j
Range – 94 to 360
Average – 260 b
Range – 206 to 362
TSS (mg/L) Average – 63 k
Range – 3 to 330
Average – 2 b
Range – <1 to 275
Total Phosphorous (mg/L) Average – 0.04 k
Range – 0 to 0.10
Average – 0.12 b
Range – 0.07 to 0.46
Sample Dates:
a. June to December 2006.
b. July 2001 to February 2005.
c. April 1993 to November 2006.
d. March 2000 to May 2005
e. May 1992 to November 2006
f. March 2003 to November 2006
g. May 1992 to November 2004
h. May 1992 to May 2005
i. February 2000
j. April 1993 to May 2005
k. November 2004 to November 2006
Acronyms and Abbreviations:
CaCO3 = calcium carbonate
C.U. = color unit
DOC = dissolved organic carbon
mg/L = milligram per liter
NTU = Nephelolometric Turbidity Units
TDS = total dissolved solids
TOC = total organic carbon
TSS = total suspended solids
µS/cm = microsiemens per centimeter
It should be noted that the SAR water quality represents the range of historic good
quality to the most deteriorated water quality condition that has occurred with the
operation of the SOD. As indicated, the District and other local water agencies are
seeking a remedy where the SAR water quality is returned to historically excellent
levels. The upgraded Plant 134 will be a more robust treatment facility capable of
treating degraded SAR source water that is comparable to that of imported SWP
source water. It is not the intent of this project to upgrade Plant 134 to treat SAR
source water under all conditions. At times, similar to current operations, the District
will have to cease receiving SAR source water for treatment if the water quality is too
degraded.
2.1.3 Finished Water Quality
The finished water quality goals for Plant 134 remain the same as those established in
the Plant 134 Membrane Pilot Study. Table 2-3 presents the finished water quality
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goals and regulatory requirements or guidelines that are of primary interest at Plant
134 based on the source waters to be treated. In general, the goal is to treat the source
waters to regulated constituent levels that do not exceed 80 percent of the MCL.
Table 2-3
Finished Water Quality Goals
Parameter Project Water Quality
Goals
Regulatory Requirements
Standard Rule
pH 7.5 – 8.0
(Should be set by corrosion
control testing)
Non-corrosive
(Optimize corrosion
control)
Lead & Copper
Turbidity (NTU) ≤ 0.1 ≤ 0.2 in 95% of
measurements made
each month
CDPH Permit
Removal/Inactivation of
Giardia
3-log total
(0.5-log via disinfection)
3-log SWTR
Removal/Inactivation of
viruses
4-log total
(1-log via disinfection)
4-log SWTR
Removal/Inactivation of
Cryptosporidium
2-log
(2-log via removal)
2-log IESWTR
Chlorine (mg/L) ~1.5 to 2.0 mg/L 4.0 Stage 1 DBPR
TTHMs (mg/L) ≤ 0.064 0.080 using LRAA Stage 2 DBPR
HAA5 (mg/L) ≤ 0.048 0.060 using LRAA Stage 2 DBPR
TOC Removal (%) 25 to 35 TT Stage 1 DBPR
Chlorine Dioxide (mg/L) 1 ≤ 0.8 0.8 Stage 1 DBPR
Chlorite (mg/L) 1 ≤ 1.0 1.0 Stage 1 DBPR
Note:
1. These limits are only applicable should chlorine dioxide be used as a pre-oxidant in the future.
Acronyms and Abbreviations:
CDPH = California Department of Public Health
IESWTR = Interim Enhanced Surface Water Treatment Rule
LRAA = Locational Running Annual Average
Stage 1 DBPR = Stage 1 Disinfectants/Disinfection Byproducts Rule
Stage 2 DBPR = Stage 2 Disinfectants/Disinfection Byproducts Rule
SWTR = Surface Water Treatment Rule
TT = Treatment Technique
2.2 Pretreatment
2.2.1 Pre-Oxidation
The District currently routinely adds sodium hypochlorite as a pre-oxidant at Plant
134 for taste and odor control and disinfection contact time.
The use of free chlorine as a pre-oxidant on a regular basis is not recommended at the
upgraded Plant 134 due to the increased potential to form chlorination DBPs without
prior removal of the DBP precursors. Other pre-oxidants include chlorine dioxide,
potassium permanganate, sodium permanganate, peroxide, and ozone. Due to the
higher cost and complexity of ozone for the site-specific issues of size and type of
plant, it will not be considered further.
The upgraded Plant 134 will retain the ability to utilize pre-chlorination, and
provisions will be made to facilitate addition of a pre-oxidant system using either
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potassium permanganate or chlorine dioxide in the future. If the use of a pre-oxidant
is deemed beneficial, a pre-oxidant system will be designed during final design.
To accommodate a future pre-oxidant system, an approximately 9 feet (ft) x 15 ft
space at the southwest corner of the existing Chemical Bulk Storage Area and a 9 ft x
11 ft space at the south-end of the existing Chemical Feed Room will be reserved for a
pre-oxidant batching, storage, and feed system (see Figure M-9 in Appendix A).
Additional evaluations would be required to optimize the selection and design of a
pre-oxidant system. Unfortunately, there is very little existing contact time ahead of
the plant and it is recommended that no residual permanganate or chlorine dioxide be
carried onto the membrane filters due to the potential of manganese or chlorite
fouling of the membranes. It is also desirable not to carry potassium permanganate
beyond the filters as oxidation can result in excess manganese post-filtration.
At least 5 minutes of contact time would need to be available prior to the membranes.
There is approximately 450 ft of 24-inch pipe from the Influent Control Structure (ICS)
to the new Membrane Building (see Figure C-3 in Appendix A), which would only
provide approximately 2 minutes of contact time at the expanded plant design flow.
Other means of providing additional contact time for pre-oxidation would need to be
investigated, such as locating the chemical injection point further upstream and
outside the boundary of the current plant, and/or adding a contact basin with baffles.
The existing pre-oxidation system consists of sodium hypochlorite addition
immediately upstream of the contact clarifiers. The existing Pre-Filter Chlorine Pump
will be removed as part of this project to make room for new sodium hypochlorite
pumps (see Figures M-8 and I-13 in Appendix A).
2.2.2 Membrane Pre-Filtration
Membrane pre-filters or strainers will be provided upstream of the coagulant feed
and membrane filtration (see Figure M-3 and M-5 in Appendix A) to protect the
membranes from damage and/or fouling due to larger particulates. The membrane
pre-filters will be provided by the membrane manufacturers as part of a complete
membrane system package.
Table 2-4 presents the design criteria for new membrane pre-filters.
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Table 2-4
Membrane Pre-Filters Design Criteria
Parameter
Design Value
Submerged MF
(PVDF)
Pressure MF
(PVDF)
Pressure UF
(PES)
Type Automatic
Backwashable
Automatic
Backwashable
Automatic
Backwashable
Nominal Pore Size 500 micron 500 micron 200 micron
Vessel Material 304 SS 304 SS 304 SS
Screen Material 316 SS 316 SS 316 SS
No. of Units 2 duty, 1 standby 2 duty, 1 standby 2 duty, 1 standby
Capacity, each 3090 gpm 3090 gpm 3090 gpm
Headloss, maximum
with clean screens
1.5 psi 1.5 psi 1.5 psi
Motor, each 0.5 hp 0.5 hp 0.5 hp
Acronyms and Abbreviations:
gpm = gallons per minute
hp = horsepower
PES = Polyethersulfone
psi = pounds per square inch
PVDF = Polyvinylidene Fluoride
SS = stainless steel
2.2.3 Coagulation
A ferric based coagulant, ferric chloride or ferric sulfate, will be used for coagulation,
based on the findings from the Plant 134 Membrane Pilot Study. Although the
District expressed an interest in maintaining an aluminum based coagulant, such as
aluminum chloral hydrate (ACH), the pilot study results indicated that DBP goals
could not always be met when using ACH. Ferric chloride was more consistently
effective in removing DBP precursors.
At the conclusion of the Plant 134 Membrane Pilot Study, the District asked CDM to
further evaluate the option of ferric sulfate versus ferric chloride, due to the lower
corrosion potential of ferric sulfate. A discussion comparing ferric chloride and ferric
sulfate is included in Section 4.1. Based on the pilot study, the design ferric chloride
coagulant dose would be 20 mg/L. An equivalent design dose for ferric sulfate
would be 25 mg/L.
Effective flash mixing of a coagulant is very important to the treatment process,
especially considering this is the only process upstream of the membranes. Means of
achieving flash mixing include in-line static mixing, pumped diffusion, mechanical
mixing in-line or in a basin, and hydraulic mixing. Pumped diffusion is considered
the most effective and reliable means of flash mixing and is proposed for the Plant 134
upgrades.
The pumped diffusion system consists of a horizontal centrifugal pump that will
withdraw a small sidestream (2 percent of the design flow) from the raw water
pipeline. Coagulant is injected into that sidestream, and the sidestream flow is then
injected back into the raw water pipeline using a diffuser nozzle (see Figure M-3 and
M-5 in Appendix A). Table 2-5 presents the design criteria for the new pumped
diffusion flash mixer system.
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Table 2-5
Pumped Diffusion Flash Mixer System for Coagulant System Design Criteria
Parameter Design Value
Design Flow 8.9 mgd
Minimum Flow 2.2 mgd
Target Velocity Gradient, G, minimum 1000 sec-1
Diffuser Pumps Horizontal Centrifugal
No. of Units 2 (1 duty, 1 standby)
Capacity 125 gpm (2% of raw water flow)
Design Head 34 ft (12.5 psi at nozzle)
Power 1.5 hp
Diffuser Nozzle
Sidestream Pipe Diameter 3 inch
Spray Pattern Square full cone with 120 deg angle
Orifice Size Diameter 1.13 inch
Material PTFE
Acronyms and Abbreviations:
PTFE = Polytetrafluoroethylene (Teflon)
sec-1 = per second
2.3 Membrane Filtration
Both low-pressure and submerged membrane systems are presented in the
preliminary design. However, due to the significant difference in layouts, a specific
membrane system will be selected prior to the final design.
The design fluxes, for water temperature of 10 °C or higher, were established in the
Plant 134 Membrane Pilot Study as summarized in Table 2-6.
Table 2-6
Membrane Design Flux
Membrane
Type
Membrane
Material Average Design Flux Membrane Manufacturers
Submerged PVDF 20 gfd Memcor by Siemens;
Zeweed by General Electric
Low-Pressure PVDF 25 gfd Memcor by Siemens;
Microza by Pall
Low-Pressure PES 50 gfd Norit by Layne Christensen
Membrane System Sizing
The membrane systems are sized based on the following design criteria:
N+1 Design – The system will have N+1 racks or trains, such that the firm or net
capacity is 8.0 mgd of finished water production with one rack or train off-line.
Average Design Flux – The average design flux, for water temperature of 10 °C or
higher, will not be exceeded when all racks or trains are on-line. The average
design flux is defined as follows:
Average design flux = Plant capacity/Total installed membrane area
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Maximum Firm Instantaneous Flux – The maximum firm instantaneous flux, for
water temperature of 10 °C or higher, will not be exceeded when one rack or train
is off-line. The maximum firm instantaneous flux is defined as follows:
Maximum firm instantaneous flux = Plant capacity/Recovery/Total installed
membrane area with one train off-line
Recovery – The minimum membrane system recovery required is 90 percent. The
recovery is defined as follows:
Recovery = Permeate produced/(Permeate produced + Waste produced)
Membrane Area – The total membrane area is the total area of installed
membranes.
Spare Space – Minimum of 15 percent spare space will be provided for future
addition of additional membranes.
The preliminary design criteria for low-pressure and submerged membrane filtration
systems are described in the following subsections.
2.3.1 Option 1 Low-Pressure Membranes
The process flow diagram of the overall plant incorporating a low-pressure
membrane system is shown in Figure G-3 in Appendix A. The preliminary layout of
the low-pressure membrane system equipment inside the new Membrane Building is
shown in Figure M-3 in Appendix A, and the preliminary process and
instrumentation diagram (P&ID) of the low-pressure membrane system is shown in
Figure I-8 in Appendix A.
Table 2-7 presents the design criteria for new low-pressure membrane systems.
Table 2-7
Low-Pressure Membrane System Design Criteria
Parameter Units
Design Value
Low-Pressure
PVDF
Low-Pressure
PES
Membranes
Classification MF UF
Type Pressure Pressure
Nominal Pore Size micron 0.04 to 0.1 0.02
Material PVDF PES
Flow Direction Outside-In Inside-Out
Number of Racks 5 6
Total Installed Membrane Area sf 320,000 160,000
Spare Space for Future Membrane Addition % 15 15
Average Design Flux gfd 25 50 1
Maximum Firm Instantaneous Flux 2 gfd 34.72 66.67
Recovery, Minimum % 90 90
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Table 2-7 (continued)
Low-Pressure Membrane System Design Criteria
Parameter Units
Design Value
Low-Pressure
PVDF
Low-Pressure
PES
Backwash
Frequency min 25 25
Unit Rate per Rack gpm 3,220 3,430
Flow per Backwash Cycle gal TBD during Final
Design
TBD during Final
Design
Total Backwash Flow per Day gal TBD during Final
Design
TBD during Final
Design
Membrane Feed Pump 3
Type Horizontal
Centrifugal
Horizontal
Centrifugal
Number of Units 2 duty, 1 standby 2 duty, 1 standby
Capacity, each gpm 3,100 3,100
TDH psi 50 50
Motor Size, each hp 125 125
VFD Yes Yes
Membrane Backwash Pump 3
Type Horizontal
Centrifugal
Horizontal
Centrifugal
Number of Units 1 duty, 1 standby 1 duty, 1 standby
Capacity, each gpm 3,800 3,800
TDH psi 25 25
Motor Size, each 75 75
VFD No Yes
Blowers 3,4
Type Centrifugal N/A
Number of Units 1 duty, 1 standby N/A
Capacity, each scfm TBD during Final
Design
N/A
Motor Size, each hp TBD during Final
Design
N/A
Compressed Air System 3
Number of Units 2 2
Note:
1. The pilot study results showed that the use of coagulant is required to maintain this flux when treating
good quality SAR source water.
2. Assumed 90% recovery.
3. The design of pumps, blowers, and compressed air system will differ by membrane manufacturer and
will be confirmed during final design.
4. Blowers are not used in Microza systems by Pall or Norit systems by Layne Christensen.
Acronyms and Abbreviations:
gal = gallon
min = minutes
N/A = not applicable
scfm = standard cubic feet per minute
sf = square foot
TBD = to be determined
TDH = total dynamic head
VFD = variable frequency drive
Membrane Feed Pumps
Three membrane feed pumps will be provided. Two pumps will be duty and one
pump will be standby. The feed pumps will be horizontal centrifugal pumps with
variable frequency drives (VFDs). The membrane feed pumps will be located
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upstream of the membrane pre-filters. The hydraulic considerations of the low-
pressure membrane system are discussed in Section 2.10.2.
Backwash
The membranes will be backwashed every 25 minutes using system water combined
with air scour. Two backwash pumps will be provided. One pump will be duty and
one pump will be standby. The backwash pumps will be horizontal centrifugal
pumps. The water used for backwashing will be pumped from the on-site storage
reservoir.
Two blowers will be provided for air scour during a backwash. One blower will be
duty, and one blower will be standby. The blowers will be constant speed. It should
be noted that blowers are not used by some membrane manufacturers.
2.3.2 Option 2 Submerged Membranes
The process flow diagram of the overall plant incorporating a submerged membrane
system is shown in Figure G-4 in Appendix A. The preliminary layout of the
submerged membrane system equipment inside the new Membrane Building is
shown in Figure M-5 in Appendix A, and the preliminary P&ID of the submerged
membrane system is shown in Figure I-9 in Appendix A.
Table 2-8 presents the design criteria for new submerged membrane system.
Table 2-8
Submerged Membrane System Design Criteria
Parameter Units Design Value
Membranes
Classification MF
Type Submerged
Nominal Pore Size micron 0.02 to 0.04
Material PVDF
Flow Direction Outside-In
Number of Trains 5
Total Installed Membrane Area sf 400,000
Spare Space for Future Membrane Addition % 15
Average Design Flux gfd 20
Maximum Firm Instantaneous Flux 1 gfd 27.78
Recovery, Minimum % 90
Backwash
Frequency min 25
Unit Rate per Train gpm 3,220
Flow per Backwash Cycle gal TBD during Final Design
Total Backwash Flow per Day gal TBD during Final Design
Membrane Permeate Pump 2
Type Horizontal Centrifugal
Number of Units 4 duty, 1 standby
Capacity, each gpm 1,400
TDH psi 36
Motor Size, each hp 50
VFD Yes
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Table 2-8 (continued)
Submerged Membrane System Design Criteria
Parameter Units Design Value
Membrane Backwash Pump 2
Type Horizontal Centrifugal
Number of Units 1 duty,1 standby
Capacity, each gpm 3,100
TDH psi 17
Motor Size, each hp 40
VFD No
Blowers 2
Type Centrifugal
Number of Units 1 duty, 1 standby
Capacity, each scfm TBD during Final Design
Motor Size, each hp 100
Compressed Air System
Number of Units 1 duty, 1 standby
Notes:
1. Assumed 90% recovery.
2. The design of pumps, blowers, and air compressor system will differ by membrane manufacturer and
will be confirmed during final design.
Membrane Permeate Pumps
Five membrane permeate pumps, each designated to a membrane train, will be
provided. The membrane permeate pumps will be variable speed, horizontal
centrifugal pumps. The hydraulic considerations of the submerged membrane system
are discussed in Section 2.10.3.
Backwash
The membranes will be backwashed every 25 minutes using system water combined
with air scour. Two backwash pumps will be provided. One pump will be duty and
one pump will be standby. The backwash pumps will be constant speed, horizontal
centrifugal pumps. The water used for backwashing will be pumped from the on-site
storage reservoir.
Two blowers will be provided for air scour during a backwash. One blower will be
duty, and one blower will be standby. The blowers will be constant speed.
2.4 Membrane Cleaning System
2.4.1 Chemically Enhanced Backwash (CEB)
Chemically enhanced backwash (CEB) or maintenance cleans will be conducted not
more than once a day. CEB involves soaking the membranes for approximately 30
minutes in a weak sodium hypochlorite solution with approximately 10 mg/L of
chlorine. Only one rack or train will be cleaned at a time.
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2.4.2 Clean-In-Place (CIP) and Neutralization
Membrane clean-in-place (CIP) will be performed once a month. Again, only one rack
or train will be cleaned at a time. CIP involves soaking the membranes in heated acid
solution or sodium hypochlorite solution for approximately 4 hours, followed by a
rinse. CIP with acid could be followed by CIP with sodium hypochlorite, or vice
versa.
The low-pressure MF system by Pall may also perform CIP using sodium hydroxide.
The spent sodium hydroxide waste would be neutralized using an acid solution. The
design of the chemical storage and feed systems to allow CIP with sodium hydroxide
will be considered in the final design only if the low-pressure MF system by Pall is
selected.
The chemicals and doses used for the membrane CIP vary by membrane
manufacturers, as shown in Table 2-9.
Table 2-9
Membrane Cleaning Chemicals
Chemical Submerged MF Low-Pressure MF Low-Pressure UF
Dose (mg/L) Dose (mg/L) Dose (mg/L)
Sodium
Hypochlorite 500 to 1,000 1,000 200
Acid 10,000 Citric Acid or
10,000 Hydrochloric Acid
20,000 Citric Acid or
10,000 Hydrochloric Acid 500 Sulfuric Acid
Sodium Bisulfite 700 to 1,500 1,500 300
Sodium
Hydroxide 500 to 11,000 10,000 to 11,000 500
Note: Low-pressure MF system by Pall may use sodium hydroxide for membrane CIP.
Procedures for a typical CIP are as follows:
1) Fill CIP tank with membrane permeate and heat the water using the immersion
heaters located in the tank.
2) Batch acid solution in CIP tank to desired concentration and temperature.
3) Take one membrane train off-line and soak in acid solution for approximately 4
hours.
4) After soaking, return acid solution back to CIP tank and rinse membrane with
water. Return membrane train back on-line.
5) Repeat steps 3 and 4 for the rest of the membrane trains.
6) When acid CIP is complete, transfer used acid solution to Neutralization Tank.
7) Neutralize used acid solution by adding sodium hydroxide.
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8) Discharge neutralized chemical waste to sewer.
9) Repeat steps 2 through 5 with sodium hypochlorite solution.
10) When sodium hypochlorite CIP is complete, transfer used sodium hypochlorite
solution to Neutralization Tank.
11) Neutralize used sodium hypochlorite solution by adding sodium bisulfite.
12) Discharge neutralized chemical waste to sewer.
The membrane cleaning system equipment will be located in the new
CIP/Neutralization Area, immediately west of the new Membrane Building (see
Figure C-1 in Appendix A). The preliminary layout of the CIP and Neutralization
system equipment is shown in Figure M-7 in Appendix A, and the preliminary P&ID
of the membrane cleaning system is shown in Figure I-10 in Appendix A.
Table 2-10 presents the design criteria for new membrane cleaning system.
Table 2-10
Membrane Cleaning System Design Criteria
Parameter Design Value
CIP Interval 30 days
CIP Tank
Type FRP
Number of Tanks 1
Capacity, each 8,500 gal
CIP Pump
Type Horizontal Centrifugal
Number of Pumps 1 duty, 1 standby
Capacity, each 1,720 gpm
TDH 20 psi
Motor Size, each 25 hp
VFD No
Neutralization Tank
Type FRP or XLPE
Number of Tanks 1
Capacity, each 15,000 gal
Neutralization Pump 1
Type Horizontal Centrifugal
Number of Pumps 1 duty, 1 standby
Capacity, each 300 gpm
TDH 20 psi
Motor Size, each 5 hp
VFD No
Note:
1. Capacity of the neutralization pumps will be sized based on the rate the chemical waste is permitted to
discharge to the sewer.
Acronyms and Abbreviations:
FRP = fiberglass reinforced plastic
XLPE = cross-linked polyethylene
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The CIP process has automated features but it is initiated manually, and various steps
require manual input/initiation. This ensures an appropriate level of operator
attention during the CIP process.
2.5 Post-treatment
Post-treatment includes primary disinfection and stabilization of the filtered water.
Sodium hypochlorite is added for primary disinfection and to carry a residual into the
distribution system. Orthophosphate and sodium hydroxide are added for finished
water stabilization or corrosion control.
2.5.1 Disinfection
In accordance with the Surface Water Treatment Rule (SWTR) and Interim Enhanced
Surface Water Treatment Rule (IESWTR), utilities are required to achieve at least 99.9
percent (3-log) removal and inactivation of Giardia cysts, a minimum 99.99 percent (4-
log) removal and inactivation of viruses and a 99 percent (2-log) removal through
filtration of Cryptosporidium cysts.
Currently, Plant 134, when operated in accordance with the California Department of
Public Health (CDPH) approved Operations Plan, is credited with 2-log
Cryptosporidium, 2-log Giardia, and 1-log virus removal through filtration by
maintaining filtrate turbidity below 0.2 NTU. Disinfection with free chlorine is used
to meet the remaining inactivation requirements for Giardia (1-log) and virus (3-log).
The upgraded and expanded Plant 134 will be credited with up to 4-log
Cryptosporidium, 4-log Giardia, and 0.5 to 4-log virus removal through membrane
filtration. However, to maintain multiple barriers against microorganisms, 0.5-log
Giardia and 4-log virus inactivation through disinfection will be required by CDPH.
Free chlorine will continue to be used as the primary disinfectant. The District
currently utilizes the combined filter effluent pipeline and the on-site finished water
reservoir for disinfection or CT compliance. This is further discussed in Section 2.9.
On-site generated sodium hypochlorite will be used for disinfection. The estimated
average chlorine dose is 2.5 mg/L for the filtrate from membrane filtration. The
estimated minimum and maximum chlorine doses are 1 mg/L and 4 mg/L,
respectively.
2.5.2 Corrosion Control
Orthophosphate is used for corrosion control. The estimated average orthophosphate
dose is 0.7 mg/L. The estimated minimum and maximum orthophosphate doses are
0.6 mg/L and 0.8 mg/L, respectively.
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2.5.3 pH Control
Sodium hydroxide is also used for corrosion or pH control. The estimated average
sodium hydroxide dose is 7.7 mg/L. The estimated minimum and maximum sodium
hydroxide doses are 1.5 mg/L and 20.5 mg/L, respectively.
2.6 Backwash Waste Handling
Currently, the backwash waste (BWW), filter-to-waste water, and drains that are
generated from the existing contact clarifier/granular media filtration system at the
existing Plant 134 is discharged into one of three lagoons where solids settle and
decant is returned to the head of the plant or discharged to the adjacent Cook Creek,
in accordance with permit requirements. The lagoon operation is cyclic with one
receiving the BWW, the second drying, and the third in standby mode.
The current daily volume of BWW is approximately 240,000 gallons based on each
contact clarifier backwashing six times and each filter backwashing one time per day.
The District has the ability to feed additional coagulant or polymer at the lagoons to
improve settling of solids.
The upgraded and expanded Plant 134 with membranes will generate BWW volumes
anywhere from 420,000 to 890,000 gallons per day based on recoveries ranging from
90 to 95 percent. Coagulant use will also increase significantly with current dosages
ranging from 5 to 10 mg/L of alum and the proposed plant utilizing 20 to 25 mg/L of
a ferric based coagulant. Unfortunately, to accommodate membrane manufacturer
warranty requirements, the ability to utilize a polymer to help settle BWW solids may
be limited to select anionic polymers or no polymer at all. The use of any polymer
should be confirmed by requiring the polymer manufacturer to conduct jar testing
using the actual source waters.
Operating parameters for the existing lagoons under current and proposed conditions
are presented in Table 2-11.
No new washwater recovery lagoons will be added. As shown in Table 2-11,
approximately 6,850 square foot (sf) of lagoon area is required to handle the expected
sludge production for the new membrane system is 1,141 pounds per day (lb/day),
based on the dry solids loading rate of 15 pounds per square foot (lb/sf) of lagoon
area. Since the total area of the three existing lagoons is 10,790 sf, it is anticipated that
the existing lagoons have sufficient capacity to handle the increased BWW production
from the new membrane system.
The surface loading rate of the lagoons under conditions of 90 percent recovery would
be 0.03 gpm/sf. This should help to promote settling. However, it may also be
desirable to install hydraulic baffles at the inlet end of the lagoon to reduce the
potential for short circuiting, and to prevent the inflow from scouring and lifting the
settled sludge. This will be considered further during the final design. Another
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option is to add removable tube settlers. However, this would reduce the usable
depth for collecting sludge, which then reduces the cycle time.
Table 2-11
Operating Parameters for Washwater Recovery Lagoon System
Parameter Current Plant 134 Upgraded & Expanded
Plant 134
Backwash Waste Volume 240,000 gals 890,000 gals 1
Sludge Production Rate 49 lb/MG 2 143 lb/MG 2
Sludge Production, Dry 195 lb/day 1,141 lb/day
Washwater Recovery Lagoons
Number of Units 3
Capacity
Basins No. 1 & 3, each 873,700 gals
Basin No. 2 810,000 gals
Usable Depth 6 ft
Lagoon Average Area 10, 790 sf
Bed Area Requirements
Dry Solids Loading Rate 15 lb/sf of lagoon area 3
Area Required 1170 sf 6,846 sf
Target Drying Time 3 to 4 months 3 to 4 months
Solids Concentration
BWW 0.1 %
Settled 3 to 4%
Dried ~45% (after 3 to 4 months drying)
Sludge Collected – 4 month Cycle
Dry Weight 23,725 lb 138,822 lb
Volume at 4% 9,506 cf 55,625 cf
Depth at 4% 1-ft 5.2-ft
Volume at End of Dry Cycle (45%) 845 cf 4,944 cf
Notes:
1. Based on 90% recovery.
2. Existing based on 7.5 mg/L of alum, Proposed based on 20 mg/L of ferric chloride, and both based on
3 NTU turbidity.
3. Sizing guide is 8 lb/sf for wet regions and 16 lb/sf for dry regions, per Integrated Design and Operation
of Water Treatment Facilities, S. Kawamura, 2000.
Acronyms and Abbreviations:
cf = cubic feet
MG = million gallon
In addition, a well or baffled area that allows water to pass while keeping the sludge
out will be designed at the outlet end of the lagoons to facilitate better decanting
improve sludge drying. A trash pump would be installed in the well to pump the
decant water that passes into the well. This will be considered further in the final
design.
2.6.1 Washwater Recycle Pump Station
As described above, Plant 134 currently has three washwater recovery basins that
collect BWW, filter-to-waste water, and overflow drains. The basins are connected via
adjustable weirs to a recycle pump station that pumps the settled water back to the
plant influent pipe at the ICS.
Section 2
Treatment Process Description
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Assuming a 90 percent recovery rate, the recycle pumps at the expanded plant would
need to pump 620 gpm (0.9 mgd) in a duplex duty-standby configuration. In order to
return flow at a steady rate over a range of plant production, the pumps will be
equipped with VFDs. The pumps will take suction from the existing circular wet well
and discharge to the pressurized influent pipe at the ICS. The existing pipe from the
pumps to the ICS is 4-inches in diameter. In order to keep velocities below 10 feet per
second (fps), the 4-inch pipeline, flowmeter, and gate valve would also need to be
upsized to 6-inches. The existing pressure reducing valve can be removed since
pressure can be controlled with the new VFDs.
Table 2-12 summarizes the design criteria for the new recycle pumps.
Table 2-12
Upgraded Recycle Pump Station Design Criteria
Parameter Design Value
Pump Type Vertical Turbine
Number of Pumps 1 duty, 1 standby
Pump Capacity, each 620 gpm
Total Dynamic Head 55 ft
Motor Size 15 hp
Drive Variable Speed
The existing circular concrete wetwell is 84-inches in diameter and 15.5-feet deep.
Hydraulic Institute (HI) Standard 9.8-1998 (HI 9.8) sets minimum dimensions for
suction bell submergence and minimum clearances between the wall and adjacent
suction bells. With the new pumps installed, the existing wet well will still meet all
criteria in HI 9.8 and will not need to be modified. It should be noted that the District
has had occasional problems with the existing recycle pumps clogging. Other types
of pumps as well as additional means to prevent solids from passing into the recycle
pump wetwells will be considered during final design.
2.7 Chemical Storage and Feed System
The following sub-sections describe modifications to existing chemical storage and
feed systems and new chemical storage and feed systems.
2.7.1 Pre-Oxidation
A new pre-oxidation system will not be provided as part of this project. The ability to
feed sodium hypochlorite at the flash mix will be retained. However, provisions will
be made for future addition of pre-oxidation system using either potassium
permanganate or chlorine dioxide. For example, approximately 9 ft x 15 ft space at
the southwest corner of the existing Chemical Bulk Storage Area and a 9 ft x 11 ft
space at the south-end of the existing Chemical Feed Room will be reserved for a pre-
oxidant batching, storage, and feed system (see Figure M-9 in Appendix A).
Table 2-13 presents the design criteria for a potential future potassium permanganate
system:
Section 2
Treatment Process Description
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Table 2-13
Future Potassium Permanganate Storage and Feed System Design Criteria
Parameter Design Value
Bulk Chemical Potassium Permanganate (Powder)
Dose Average = 0.1 mg/L
Range = 0.03 mg/L to 0.5 mg/L
Demand, Average 7 ppd at 100% concentration
Bulk Chemical Storage
Type TBD in Future Design
Diluted Concentration 5% 1
Diluted Chemical Storage 70 gallon tank with mechanical mixer 2
Chemical Feed
Pump Type Diaphragm Metering
Number of Pumps 1 duty, 1 standby
Pump Capacity, each 4.0 gph 2
Feed Location TBD in Future Design
Notes:
1. Assumed value. To be determined in future design.
2. Based on 5% diluted chemical concentration. To be determined in future design.
Acronyms and Abbreviations:
gph = gallon per hour
ppd = pound per day
2.7.2 Ferric Coagulant
Ferric coagulant storage and feed system will replace the existing alum storage and
feed system. The preliminary layout of the ferric coagulant storage tank and feed
equipment is shown in Figure M-9 in Appendix A, and the preliminary P&ID of the
ferric coagulant system is shown in Figure I-14 in Appendix A.
Either ferric chloride or ferric sulfate will be used for coagulation, as discussed in
Section 2.2.3. The preferred ferric coagulant will be selected after the bench scale
testing proposed in Section 4.1, before the final design.
The existing alum storage tank, with 6500 gallon capacity, could possibly be used for
ferric coagulant storage if the resins used on the FRP tank are compatible with the
coagulant, and if the tank is in good structural condition. However, considering that
the existing alum storage tank is 14 years old and the average life of a FRP tank is 20
years, CDM recommends installing a new FRP tank for the storage of the selected
ferric coagulant. A 6500 gallon tank would provide 22 days of storage at average dose
rates and the design plant capacity if ferric chloride is used, and 21 days if ferric
sulfate is used. The existing alum storage tank would be removed and the new ferric
coagulant storage tank would be installed on top of the existing concrete tank pad
(see Figure M-9 in Appendix A). The new ferric coagulant storage tank would have
same dimensions as the existing alum storage tank.
Table 2-14 presents the design criteria for a new ferric chloride storage and feed
system:
Section 2
Treatment Process Description
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Table 2-14
Ferric Coagulant Storage and Feed System Design Criteria – Ferric Chloride Option
Parameter Design Value
Bulk Chemical 42% Ferric Chloride
Dose Average = 20 mg/L
Range = 5 mg/L to 30 mg/L
Demand, Average 1480 ppd at 100% concentration
Bulk Chemical Storage
Type FRP
Number of Tanks 1 duty, 0 standby
Capacity, each 6,500 gal
Average Use Storage 1 22 days
Chemical Feed
Pump Type Diaphragm Metering
Number of Pumps 1 duty, 1 standby
Pump Capacity, each 21 gph
Feed Location New pumped diffusion flash mixer
Note:
1. Based on average dose and design flow
Table 2-15 presents the design criteria for a new ferric sulfate storage and feed system:
Table 2-15
Ferric Coagulant Storage and Feed System Design Criteria – Ferric Sulfate Option
Parameter Design Value
Bulk Chemical 50% Ferric Sulfate
Dose Average = 25 mg/L
Range = 6 mg/L to 37 mg/L
Demand, Average 1,855 ppd at 100% concentration
Bulk Chemical Storage
Type FRP
Number of Tanks 1 duty, 0 standby
Capacity, each 6,500 gal
Average Use Storage 21 days
Chemical Feed
Pump Type Diaphragm Metering
Number of Pumps 1 duty, 1 standby
Pump Capacity, each 21 gph
Feed Location New pumped diffusion flash mixer
2.7.3 Sodium Hypochlorite
An on-site generated sodium hypochlorite system will be used to supply free chlorine
for disinfection, membrane CEB, and occasional pre-oxidation, as needed. A new
delivered sodium hypochlorite storage and feed system will be added for membrane
CIP.
2.7.3.1 Modifications to On-Site Sodium Hypochlorite System
Table 2-16 summarizes the chlorine design parameters for the on-sight generated
sodium hypochlorite relative to pre-oxidation/disinfection and membrane CEB.
Section 2
Treatment Process Description
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Table 2-16
Design Parameters for Sodium Hypochlorite
Parameter Design Value
Bulk Chemical 0.8% Sodium Hypochlorite
Pre-oxidation/Disinfection
Total Dose Average = 2.5 mg/L
Range = 1 mg/L to 4 mg/L
Average Daily Use 167 ppd chlorine
2,500 gpd at 0.8% solution
Membrane CEB
Dose Average = 10 mg/L
Average Daily Use 63 ppd chlorine
950 gpd at 0.8% solution
Average Total Daily Use 230 ppd chlorine
3,450 gpd at 0.8% solution
Acronyms and Abbreviations:
gpd = gallons per day
The existing on-site sodium hypochlorite generator, ClorTec model MC-150, has the
capacity to generate 150 pound per day (ppd) of chlorine. Because the existing
ClorTec model MC-150 is nearing the end of its life, the District has the following two
options for expanding the capacity of the on-site sodium hypochlorite generation
system:
Option 1: Prior to the construction of Plant 134 upgrades and expansion, replace
the existing ClorTec MC-150 system with a new 150 ppd capacity on-site sodium
hypochlorite generator (ClorTec CT-150, or equal). During the Plant 134 upgrades
and expansion, a new 300 ppd capacity on-site sodium hypochlorite generator
(ClorTec CT-300 or equal) will be installed to replace the recently added CT-150,
which will be relocated to a different area in the District; or,
Option 2: Prior to the construction of Plant 134 upgrades and expansion, replace
the existing ClorTec MC-150 system with a new 300 ppd capacity on-site sodium
hypochlorite generator (ClorTec CT-300, or equal), and operate it at a reduced
capacity until the Plant 134 upgrades and expansion is complete.
To minimize work involved with equipment transport, installation and start-up, CDM
recommends Option 2 (see Figures M-8 and I-12 in Appendix A).
For redundancy, a 55-gallon drum of 12.5 percent delivered sodium hypochlorite will
be stored on-site at all times. In case of failure of the on-site sodium hypochlorite
generator, the 12.5 percent delivered sodium hypochlorite will be transferred into the
3000 gallon tank and diluted to 0.8 percent concentration, pursuant to the District’s
current emergency procedure.
The District has asked CDM to review the brine tank fill system with the desire to
reduce the amount of dust generated during a salt delivery. This will be evaluated
further during final design.
Section 2
Treatment Process Description
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Table 2-17 presents the design criteria for the new on-site sodium hypochlorite
generator.
Table 2-17
Upgraded On-Site Sodium Hypochlorite Generation System Design Criteria
Parameter Design Value
Type On-site sodium hypochlorite generator
Capacity, Total 300 ppd
Manufacturer ClorTec
Brine Storage 1
Type FRP
Number of Tanks 1 duty, 0 standby
Capacity, each 8,000 gal
Average Use Storage 74 Days
Note:
1. Use existing equipment.
2.7.3.2 Sodium Hypochlorite for Pre-Oxidation, Disinfection and Membrane
CEB
The preliminary layout of the sodium hypochlorite storage tank and feed equipment
is shown in Figure M-8 in Appendix A. The preliminary P&ID of the modifications to
the existing sodium hypochlorite storage and feed system is shown in Figure I-13 in
Appendix A.
Table 2-18 presents the design criteria for new sodium hypochlorite feed system for
pre-oxidation/disinfection and membrane CEB.
Table 2-18
Sodium Hypochlorite Storage and Feed Systems for Pre-oxidation/Disinfection and Membrane
CEB Design Criteria
Parameter Design Value
Bulk Chemical 0.8% Sodium Hypochlorite
Sodium Hypochlorite Storage 1
Type XLPE
Number of Tanks 1 duty, 0 standby
Capacity, each 3,000 gal
Average Use Storage 21 hours
Metering Pumps for Pre-oxidation/Disinfection
Pump Type Diaphragm Metering
Number of Pumps 2 duty, 1 standby
Pump Capacity, each 93 gph
Feed Location Flash Mix or Post-Filtration
Transfer Pumps for Membrane CEB
Pump Type Magnetic Drive Centrifugal
Number of Pumps 1 duty, 1 standby
Pump Capacity, each 3.9 gpm
Feed Location 12-inch membrane CIP pipe
Note:
1. Use existing equipment.
Section 2
Treatment Process Description
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The existing sodium hypochlorite bulk storage tank is currently not seismically
restrained because it is located in a self-contained room with the necessary
containment curbs and trenches. However, the District still wishes to add seismic
restraints to improve safety. The final design will address this and other potential
code and safety minded improvements needed in the Chlorine Generator/Storage
Room.
2.7.3.3 Sodium Hypochlorite for Membrane CIP
The preliminary layout of the new sodium hypochlorite storage and feed equipment
for membrane CIP is shown in Figure M-7 in Appendix A. The preliminary P&ID of
the new sodium hypochlorite storage and feed system is shown in Figure I-19 in
Appendix A.
Table 2-19 presents the design criteria for new sodium hypochlorite storage and feed
system for membrane CIP.
Table 2-19
Sodium Hypochlorite Storage and Feed System for Membrane CIP Design Criteria
Parameter Design Value
Bulk Chemical 12.5% Sodium Hypochlorite
Sodium Hypochlorite Storage
Type XLPE
Number of Tanks 2 duty, 0 standby
Capacity, each 55 gal
Average Use Storage 1 to 2 CIP Cleanings
Transfer Pumps for Membrane CIP
Pump Type Magnetic Drive Centrifugal
Number of Pumps 1 duty, 1 standby
Pump Capacity, each 12 gpm
Feed Location 12-inch membrane CIP pipe
2.7.4 Orthophosphate
No changes to the existing orthophosphate system are necessary. The P&ID of the
existing orthophosphate storage and feed system is shown in Figure I-17 in Appendix
A.
Table 2-20 presents the design criteria for the existing system.
Section 2
Treatment Process Description
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Table 2-20
Existing Orthophosphate Storage and Feed System
Parameter Design Value
Bulk Chemical Calciquest SE100 (Sodium Phosphate Blend)
Orthophosphate Storage 1
Type XLPE
Number of Tanks 2
Capacity, each 165 gal
Average Use Storage 82 days
Metering Pumps 1
Pump Type Diaphragm Metering
Number of Pumps 1 duty, 1 standby
Pump Capacity, each 0.45 gph at 174 psi
Feed Location Post-Filtration
Note:
1. Use existing equipment.
2.7.5 Sodium Hydroxide
No changes will be made to the existing sodium hydroxide storage system, except
that a new set of sodium hydroxide transfer pumps will be added for membrane
cleaning chemical neutralization.
The modifications to the layout of the sodium hydroxide feed equipment are shown
in Figure M-9 in Appendix A. The P&ID showing the modifications of the existing
sodium hydroxide feed system is shown in Figure I-16 in Appendix A.
Table 2-21 presents design criteria for the modified sodium hydroxide feed system.
Table 2-21
Sodium Hydroxide Storage and Feed Systems Design Criteria
Parameter Design Value
Bulk Chemical 25% Sodium Hydroxide
Sodium Hydroxide Storage 1
Type FRP
Number of Tanks 1 duty, 0 standby
Capacity, each 6,500 gal
Average Use Storage 31 days
Metering Pumps for pH Control 1
Pump Type Diaphragm Metering
Number of Pumps 1 duty, 1 standby
Pump Capacity, each 20.6 gph
Feed Location Post-filtration
Transfer Pumps for Membrane Cleaning Chemical
Neutralization
Pump Type Magnetic Drive Centrifugal
Number of Pumps 1 duty, 1 standby
Pump Capacity, each 10 gpm
Feed Location 12-inch membrane CIP waste pipe
Note:
1. Use existing equipment.
Section 2
Treatment Process Description
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2.7.6 Acid
The preliminary layout of the new acid storage and feed equipment for membrane
CIP is shown in Figure M-7 in Appendix A. The preliminary P&ID of the new acid
storage and feed system is shown in Figure I-18 in Appendix A.
Table 2-22 presents the design criteria for new acid storage and feed system for
membrane CIP.
Table 2-22
Acid Storage and Feed System Design Criteria
Parameter Design Value
Bulk Chemical 31% Hydrochloric Acid, or
30% Sulfuric Acid, or
50% Citric Acid
Acid Storage
Type XLPE
Number of Tanks 1 duty, 0 standby
Capacity, each 55 to 330 gal
Average Use Storage 1 to 2 CIP Cleanings
Transfer Pumps for CIP
Pump Type Magnetic Drive Centrifugal
Number of Pumps 1 duty, 1 standby
Pump Capacity, each 1 to 47 gpm
Feed Location 12-inch membrane CIP Waste pipe
2.7.7 Sodium Bisulfite
The preliminary layout of the new sodium bisulfite storage and feed equipment for
membrane cleaning chemical neutralization is shown in Figure M-7 in Appendix A.
The preliminary P&ID of the new sodium bisulfite storage and feed system is shown
in Figure I-20 in Appendix A.
Table 2-23 presents the design criteria for new sodium bisulfite storage and feed
system for membrane cleaning chemical neutralization.
Table 2-23
Sodium Bisulfite Storage and Feed System Design Criteria
Parameter Design Value
Bulk Chemical 38% Sodium Bisulfite
Sodium Bisulfite Storage
Type XLPE
Number of Tanks 1 duty, 0 standby
Capacity, each 55 gal
Average Use Storage 2 CIP Cleanings
Transfer Pumps for Membrane Cleaning Chemical
Neutralization
Pump Type Magnetic Drive Centrifugal
Number of Pumps 1 duty, 1 standby
Pump Capacity, each 0.8 gpm
Feed Location 12-inch membrane CIP Waste pipe
Section 2
Treatment Process Description
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2.7.8 Polymer
The membrane manufacturers have strict requirements for or prohibit the use of
polymers upstream of their membrane systems. As such, no polymer will be used in
pretreatment upstream of the membranes. However, it may be possible to use select
polymers to improve settling within the washwater recovery lagoons. This will not be
determined until a specific membrane manufacturer is selected for final design.
2.8 Modification to Existing Booster Pump Station
The District houses several finished water booster pumps at Plant 134 such that
treated water from the plant can be boosted into higher pressure zones after passing
through the on-site storage reservoir. Currently three pumps are dedicated to the
Foothill Zone and two pumps to the Canal Zone, with no standby capacity.
Upgrades to the finished water booster pumping system at Plant 134 have been
recommended in the EVWD Water Master Plan. This includes replacing all five
pumps to provide additional capacity. More specifically, the upgrades include:
Convert one Foothill Zone pump to supply the Canal Zone and change its
capacity from 1000 gpm to 833 gpm;
Increase the capacity of the existing Canal Zone booster pumps from 500 gpm to
833 gpm; and,
Increase the capacity of the two remaining Foothill Zone booster pumps from
1,000 gpm to 1,500 gpm.
These improvements will provide the facilities needed to pump the full treatment
capacity of Plant 134 (8.0 mgd or 5,500 gpm) into higher pressure zones; 3,000 gpm to
the Foothill Zone, and 2,500 gpm to the Canal Zone.
Tables 2-24 and 2-25 present the design criteria for the upgraded Canal Zone and
Foothill Zone booster pumps, respectively.
Table 2-24
Upgraded Canal Zone Booster Pump Design Criteria
Parameter Design Value
Pump Type Vertical Turbine
Duty Pumps 3
Standby Pumps 0
Pump Capacity, each 833gpm
Total Dynamic Head 315 ft
Motor Size 100 hp
Section 2
Treatment Process Description
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Table 2-25
Upgraded Foothill Zone Booster Pump Design Criteria
Parameter Design Value
Pump Type Vertical Turbine
Duty Pumps 2
Standby Pumps 0
Pump Capacity, each 1500 gpm
Total Dynamic Head 176 ft
Motor Size 100 hp
System-wide supply, demand, and transmission were evaluated in the EVWD Water
Master Plan when developing these booster pump sizing recommendations. A mass
balance analysis was conducted to compare supply and demand within each pressure
zone in order to compute the pumping capacity needed into pressure zones that have
a greater demand than available within-zone supply. The District’s water supply
sources are predominantly located at lower elevations, including the Lower,
Intermediate, and Upper pressure zones. Within these lower elevation pressure
zones, there is a 7,200 gpm and 19,500 gpm surplus of water for current and ultimate
build-out conditions, respectively. This water is needed to meet demands in the
Foothill and Canal pressure zones, where there is a 4,600 gpm and 14,600 gpm
shortage of water for current and ultimate build-out conditions, respectively. This
uneven distribution of water supply and demand creates a flow through condition in
the Upper Zone.
Plant 134 is within the Upper Zone, but is able to pump into the Foothill and Canal
pressure zones. Providing sufficient pumping capacity to move up to 5,500 gpm from
lower to higher pressure zones reduces the transmission requirements in other parts
of the Upper Zone and provides flexibility for operation of the water system during
different conditions.
In addition to the pump sizing recommendations above, the EVWD Water Master
Plan also recommended that the 12-inch Canal Zone pipeline leaving the plant be
upsized to 16-inches. At a peak flow to the Canal Zone of 2,500 gpm, the velocity in
the existing 12-inch pipeline would be approximately 7 fps. This is a reasonable
velocity for the discharge side of pump station and should not pose any problem for
the existing piping or valves. In addition, the segment of pipe is less than 100 feet
long, meaning the reduction in headloss would be less than 2 ft. Moreover, removal
and replacement of the 12-inch pipeline would be difficult since the existing pipeline
is installed below the concrete floor of the Pump Station Building and Electrical
Room. For these reasons, it may be preferable to leave the pipe at 12-inch. If the
decision is made to upgrade to a 16-inch pipeline, considerations of how to route this
pipeline will be needed given the existing discharge line is encased in concrete below
the pump station floor.
Section 2
Treatment Process Description
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The size of the discharge piping and valves leading from each individual pump (8-
inch for Canal Zone and 10-inch for the Foothill Zone) are adequately sized (velocities
are <10 fps) for the upgraded flow rates. However, a minor reduction in headloss
could be obtained by increasing the size of the Cla-Val pump control valves. The size
of the existing pump suction cans will also need to be carefully evaluated during final
design to confirm that they are adequately sized for the new pumps. Figure M-11 in
Appendix A shows the recommended modifications to the distribution booster pump
station.
2.9 Primary Disinfection with Free Chlorine at Plant 134
The District currently satisfies regulatory requirements for disinfection inactivation
with free chlorine and contact time in pipelines and a 3 MG on-site storage reservoir
(114-ft diameter with maximum 40-ft water depth). Free chlorine is applied post-
filtration to help reduce the potential for DBP formation. The reservoir inlet pipeline
and a portion of the reservoir outlet pipeline to where the free chlorine residual is
measured are used for disinfection contact time. The District targets a free chlorine
residual entering the distribution system of 1.5 to 2.0 mg/L. Currently, the District
must achieve 1.0-log Giardia and 3-log virus inactivation via free chlorine
disinfection.
The upgraded Plant 134 will be required to achieve 0.5-log Giardia and 4-log virus
inactivation, although this needs to be confirmed with CDPH. In some cases, CDPH
has granted 3-log Giardia removal via UF, with no subsequent Giardia inactivation
requirements. However, this is only when UF is preceded by an approved
pretreatment process. CDPH typically requires a clarification step for a process to be
classified as pretreatment.
The upgraded Plant 134 will also be expanded from 4.0 mgd to 8.0 mgd. Accordingly,
the disinfection contact time in the existing piping and on-site storage reservoir will
decrease.
Table 2-26 presents summary disinfection or CT results for the upgraded Plant 134
assuming 8.0 mgd of filtered water flow, a free chlorine residual of 1.5 mg/L, and the
most restrictive water temperature and pH conditions relative to Giardia inactivation.
In addition, based on communications with the District, it is assumed the water level
in the on-site storage reservoir will not decrease below 20-ft.
Section 2
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Table 2-26
Disinfection or CT Results for Upgraded Plant 134
Target Inactivation 0.5-log Giardia 4-log Virus
Water pH 7.0 7.0 to 9.0
Water Temp 10 °C 10 °C
Free Chlorine Residual 1.5 mg/L 1.5 mg/L
CT Required 23.5 min-mg/L 6 min-mg/L
CT Calculation
Free Chlorine Residual 1.5 mg/L
Flow 8.0 mgd
Pipeline Segment
Length & Diameter 433-ft at 16-in and 125-ft at 24-in
Volume 997 cf
Theoretical Detention Time (T) 1.3 min
T10/T 1.0
Applicable T 1.3 min
Pipeline Segment CT 2.0 min-mg/L
Reservoir Segment
Depth 20-ft
Volume 204,141 cf (1.527 MG)
Theoretical Detention Time (T) 274 min
T10/T 0.1
Applicable T 27.5 min
Reservoir Segment CT 41.3 min-mg/L
Sum of CTs 43.3 min-mg/L
Is Calculated CT > Required CT Yes Yes
The Plant 134 reservoir supplies the Foothill Zone and Canal Zone booster pumps
(total upgraded pumping capacity of 8.0 mgd), but can also be configured to float off
of the Upper Zone. Based upon a limited hydraulic model developed for the EVWD
Water Master Plan, it appears that very little water (say 90 gpm) drains from this
reservoir to the Upper Zone. This is understandable as the well production capacity
in the Upper Zone exceeds the demands in that zone. It is more conceivable that
flows from the Upper Zone would be used to help refill the reservoir. Currently, the
reservoir outlet pipe that supplies the booster pumps is also connected to the Upper
Zone. If the Upper Zone is helping to fill the reservoir, the flows are reversed in the
reservoir outlet pipe.
The District does not currently measure water leaving the reservoir except as booster
pump discharge flows to the Foothill and Canal Zones. If flows are not anticipated to
exceed 90 gpm into the Upper Zone, then CT calculations using Plant 134 flows into
the on-site storage reservoir should be adequate for calculation purposes. However,
the District should consider installing a flow meter on the 20-in diameter pipeline
to/from the Foothill Zone. Alternatively, if the water level in the reservoir is
dropping, the rate at which it drops and the volume could be used to estimate a total
flow out of the reservoir and used in CT calculations.
Section 2
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2.10 Hydraulic Analysis
This section discusses the anticipated hydraulic impacts related to an increase in Plant
134’s rated capacity from 4.0 to 8.0 mgd. First, a brief overview of the existing plant’s
hydraulics is presented. Next, the hydraulic impacts of installing a low-pressure
membrane system are discussed followed by the impacts of installing a submerged
membrane system. As described in Section 4.2, CDM recommends that an option be
retained to add a GAC process either upstream or downstream of the membranes at a
future date, pre- and post-GAC, respectively. Consequently, the hydraulic
implications of this additional GAC process are also discussed throughout this
section.
2.10.1 Existing Hydraulics
Plant 134’s current production capacity is 4.0 mgd. Flow enters the plant from two
pipelines: the Northfork Canal pipeline and the SWP pipeline. Flow from both
pipelines combines in the ICS at the Plant 134 site. Reclaimed washwater is also
pumped into the ICS before flowing to the treatment plant. Figure 2-1 below is a
simplified schematic of the influent piping to the treatment plant including key
elevations.
2.10.1.1 Northfork Canal Pipeline
The Northfork Canal pipeline originates from a diversion structure along the
Northfork Canal and can convey water from both the SAR and the SWP, or a
combination of SAR and SWP, to the ICS. Approximately 2,325 feet upstream of the
Figure 2-1
Plant 134 Influent Piping
Section 2
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ICS, the pipeline passes through a weir structure open to the atmosphere. This
structure is known locally as “Hodgden’s Box” and is shown in Figure 2-2.
Hodgden’s Box allows for irrigation diversions from the 30-inch pipeline to the
adjacent property. From a hydraulic standpoint, it also provides a controlled
overflow point to Cook Creek from the 30-inch pipeline should the hydraulic grade
rise above the overflow weir elevation. The overflow weir is at elevation 1547.67 feet
per record drawings for the structure. However, this elevation should be confirmed
prior to initiating the final design. This overflow feature prevents the pipeline
upstream of Hodgden’s Box from becoming pressurized, which could potentially
cause overflows further upstream or cause damage to conveyance structures not
designed for pressurized flow. Because of this protective function, the overflow
feature at Hodgden’s Box must be considered in evaluating hydraulics associated
with the Plant 134 upgrades, unless an alternate overflow location is provided.
It should be noted that the drainage pipe/ditch leading from Hodgden’s Box to Cook
Creek was recently damaged during grading activities to remove debris deposited by
flooding of a nearby burn are. This damage causes overflow water to run unconfined
across a field before reaching Cook Creek. It is recommended that the drainage
pipe/ditch be repaired as higher flows will be conveyed causing increased erosion if
not addressed.
Figure 2-2
Hodgden’s Box
Section 2
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Downstream of Hodgden’s Box, the Northfork Canal pipeline is 30-inch Class 150
ductile iron. This pipeline connects to the ICS at Plant 134 at a junction where flow
can either bypass the plant and continue north in a 24-inch ductile iron pipeline to an
atmospheric discharge at the Northfork Canal Siphon or can combine with flow from
the SWP pipeline and the reclaimed washwater pipeline to be conveyed to the Plant
134 treatment facilities. The elevation of the atmospheric discharge at the Northfork
Canal Siphon is approximately 1536.0 ft.
Flow bypassing Plant 134 to the Northfork Canal Siphon can reach up to 1000 gpm
(1.4 mgd) for downstream irrigation users. In addition, depending on delivery rates
at the upstream end of the Northfork Canal Pipeline, another 750 gpm (1.1 mgd) may
bypass the plant to the Siphon. Finally, under current operation, if Plant 134 shuts
down up to 4.0 mgd would also be sent to the Siphon until flows into the Northfork
Canal are reduced. These three flow contributions result in a maximum flow to the
Siphon discharge of 6.5 mgd.
Hydraulic calculations indicate that, assuming all isolation valves are fully open,
approximately 11.5 mgd can travel from Hodgden’s Box out the Siphon discharge
without causing an overflow at Hodgden’s Box. However, the valve downstream of
the ICS is typically partially closed, causing higher headloss when Plant 134 shuts
down or goes into backwash, which consequently causes an overflow at Hodgden’s
Box. This condition could be eliminated by providing a motorized valve on the
bypass line to the Siphon that would open and close based on system pressure.
2.10.1.2 State Water Project Pipeline
The SWP pipeline comprises both 12-inch steel and 16-inch ductile iron pipe. The 12-
inch steel pipe connects to the high pressure SWP transmission line (known as the
Highland-Boulder Connection) just west of the 30 Freeway and travels down
Highland Avenue before it transitions to 16-inch ductile iron pipe in the Plant 134
access road. At the current plant flow rate of 4.0 mgd, the velocity in the 12- and 16-
inch pipelines is 7.9 and 4.2 fps, respectively. At the upgraded plant flow rate of 8.0
mgd, these velocities would double to 15.8 and 8.4 fps. In general, it is best to keep
velocities in transmission pipelines below 10 fps to limit headloss and the potential for
water hammer and erosion of pipeline linings. However, the District also has the
flexibility to obtain SWP water through the 30-inch Northfork Canal Pipeline, making
it very unusual to actually convey 8.0 mgd through the 12- and 16-inch SWP Pipeline.
For this reason, the District views upgrades to this pipeline as a long term goal only,
due to the high costs associated with crossing the freeway and issues with rock
excavation.
The pressure in the SWP transmission line exceeds 200 psi. There is an automatic
valve, flow meter, and pressure reducing valve at the connection location. There is
also an additional flow meter and pressure reducing valve when the pipeline enters
the ICS at Plant 134 to further reduce pressure and to allow blending of the water
with flow from the Northfork pipeline.
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2.10.1.3 Existing Treatment and Distribution
Flow from the ICS is currently conveyed via gravity through a 20-inch automatic
strainer (Tate Andale Model KBF). According to manufacturer provided data, the
existing unit can pass the current flow of 4.4 mgd with very little headloss (<0.1 psi).
In addition, the manufacturer’s headloss data indicates the existing unit could pass
the expanded design flow of 8.9 mgd with approximately 0.4 psi of headloss through
a clean screen. Currently, the strainer is backwashed at preset time intervals;
however, a feature can be added to trigger backwashes based on a preset differential
pressure across the strainer. The manufacturer recommends the differential pressure
setting be set at two times the clean screen headloss, which would result in a
maximum headloss across the strainer of approximately 0.8 psi at a peak flow of 8.9
mgd. It should be noted that the District has had poor results using the differential
pressure backwash control alone, which is why they have switched to the timer
control.
After passing through the strainer, the flow continues by gravity into one of two
contact clarifier units. Flow to each contact clarifier is controlled via automated
butterfly valves that are automatically throttled to maintain a flow set point. Water
passes through the contact clarifiers and adjacent filters with a maximum headloss on
the order of 3.5 feet. When the headloss exceeds this value, the filters are
backwashed.
From the filters, the flow enters the suction line of two treated water pumps where it
is pumped to an on-site storage reservoir with a maximum water surface elevation of
1560 ft. Flow is then pumped from the storage reservoir to either the Canal Zone or
the Foothill Zone via five vertical turbine can booster pumps. The storage reservoir
can also “float” on the Upper Zone with flow either entering or exiting the reservoir.
Upgrades to the booster pumps are discussed in Section 2.8.
2.10.2 Low-Pressure Membrane System Hydraulics
Components of the proposed low-pressure membrane system that will add headloss
to the upgraded plant include the membranes, pre-filters/strainers, pumped diffusion
flash mixer, and all interconnecting piping. In a low-pressure system, the feed pumps
are installed upstream of the pre-filters, mixer and membrane vessels. Because of this
configuration, the hydraulic grade line (HGL) coming into the plant need only be high
enough to provide adequate pressure on the suction side of the feed pumps. With the
correct pump selection, typically only 1 to 2 feet of positive gage pressure is required,
although the net positive suction head (NPSH) for the feed pumps must be confirmed
in final design.
Table 2-27 below lists the estimated headloss values for the major components of a
low-pressure membrane system operating at a plant flow of 8.9 mgd (8.0 mgd raw
water + 0.9 mgd recycled washwater). A preliminary hydraulic profile for a low-
pressure system with pre-membrane gravity GAC is shown in Figure G-5 in
Appendix A.
Section 2
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Table 2-27
Estimated Headloss for Upgraded Plant 134 with Low-Pressure Membranes
at a Production Flow of 8.0 mgd
Item Process/Component Estimated Headloss (ft)
1 Pipe, fittings, and valves from Hodgden’s Box to ICS1 4.6
2
Pipe, fittings, valves, and equipment from ICS to pre-GAC
(includes existing Tate Andale strainer and new pumped
diffusion flash mixer)2
12.0
3 Future gravity flow pre-GAC contactors 5.0
4 Pipe, fittings, and valves from pre-GAC to membrane feed
pumps 2.0
5 Membrane pre-filters 7.0
6 Pumped diffusion flash mixer 1.8
7 Low-pressure membranes 35.0
8 Piping, fittings, and valves from membrane discharge to
storage reservoir 22.0
Notes:
1. Headloss calculation is based on 10.5 mgd flow (8.0 mgd to plant + 2.5 mgd bypass to siphon)
2. If existing Roberts Pacer Units are converted to GAC, the influent piping would need to be enlarged to
maintain headloss at or below existing levels. Otherwise, velocities at 8.9 mgd plant flow would exceed
20 fps with associated high headloss. Headloss values in this table were estimated by assuming 50%
flow (4.4 mgd) through the existing units.
With a low-pressure membrane system, it is assumed the feed pumps would sit on
the new finished floor with an elevation of approximately 1511 ft. It is further
assumed that the HGL at the suction side of the pumps would be maintained at 1514
ft. Using this as a starting point, the required HGL at the ICS would range from
1528.7 ft without pre-GAC (1514 ft + item 2 and 4 headloss in Table 2-27) to 1533.7 ft
with pre-GAC.
With pre-GAC, the HGL at the ICS would be within 3 ft of the discharge elevation of
the Northfork Canal Siphon bypass discharge (1536.0 ft). Consequently, depending
on the headloss of the final piping configuration, the bypass valve may need to be
throttled to raise the HGL and force more water through the plant (similar to current
operations). As mentioned previously, the drawback to throttling the valve is that
should flow to the plant be reduced or stopped, more headloss will occur through the
bypass line to the Siphon, increasing the likelihood of an overflow at Hodgden’s Box.
To help prevent overflows from occurring, it is recommended that a motorized
operator be added to the bypass valve allowing the valve to open further if the
pressure in the ICS reaches a level at which an overflow is imminent at Hodgden’s
Box. If gravity flow pre-GAC is not used, the resulting lower headloss upstream of
the membranes should allow the Siphon bypass valve to remain fully open at all times
even at peak plant flows.
The headloss from the ICS upstream to Hodgden’s Box is estimated at approximately
4.6 ft under a peak flow of 10.5 mgd (8.0 mgd to the plant and 2.5 mgd bypass to the
Siphon). This results in a required HGL at the box of 1540.8 ft with pre-GAC, which is
below the overflow weir elevation of 1547.67 ft (the actual water surface elevation in
the box will be controlled by the floor of the structure at 1541.4 ft). Therefore, these
Section 2
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preliminary calculations indicate a low-pressure membrane system with gravity pre-
GAC filters could operate at a production rate of 8.0 mgd without modifying
Hodgden’s Box. However, headloss values will need to be refined in the final design
phase and valve and backwash control on the various pieces of equipment will need
to be carefully controlled to prevent overflows at Hodgden’s Box during process
upsets and flow changes.
The feed water pump discharge heads must be sufficient to overcome losses through
items 5-8 in Table 2-27, and accommodate a static head of 46 ft from the suction side
of the pumps (HGL = 1514 ft) to the high water level in the storage tank (1560 ft).
Accordingly, the total dynamic head (TDH) of the feed pumps should be at least 112
ft. If pressure flow GAC contactors are added ahead of or after the membranes, in
lieu of pre-GAC gravity flow contactors, the required TDH would increase to 117 ft.
VFDs would be required since TDH will vary significantly based on transmembrane
pressure (TMP) and reservoir levels.
2.10.3 Submerged Membrane System Hydraulics
Processes components that will contribute headloss in a submerged membrane
system are similar to those of the low-pressure system and include the membranes,
pre-filters/strainers, pumped diffusion flash mixer, and all interconnecting piping.
The primary difference between the systems is that gravity flow is used with
submerged membranes and permeate pumps are located downstream of the tanks.
The permeate pumps create a vacuum to draw water through the membranes before
boosting the water to the storage reservoir. The consequence of this configuration is
that the HGL into the plant is set by the water level in the membrane tank and must
include headloss through the strainers and tank inlet piping.
Table 2-28 below lists the estimated headloss values for the major components of a
submerged membrane system operating at a plant flow of 8.9 mgd (8.0 mgd raw
water + 0.9 mgd recycled washwater). A preliminary hydraulic profile for submerged
membranes using pressure flow pre-GAC contactors is shown in Figure G-6 of
Appendix A.
Section 2
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Table 2-28
Estimated Headloss for Upgraded Plant 134 with Submerged Membranes
at a Production Flow of 8.0 mgd
Item Process/Component Estimated Headloss (ft)
1 Pipe, fittings, and valves from Hodgden’s Box to ICS1 4.6
2
Pipe, fittings, valves, and equipment from ICS to pre-GAC
(includes Tate Andale strainer and pumped diffusion flash
mixer)
7.4
3 Pressure flow pre-GAC contactors 5
4 Pre-GAC manifold piping2 2
5
Pipe, fittings, valves, and equipment from pre-GAC to
submerged membrane tank (including pumped diffusion
flash mixer and pre-filters)
10.2
6 Submerged Membranes 25
7 New and Existing Piping from Membranes to Storage
Reservoir 17.6
Notes:
1. Headloss calculation is based on 10.5 mgd flow (8.0 mgd to plant + 2.5 mgd bypass to siphon)
2. Assumes piping manifold into pre-GAC will be designed to minimize headloss.
Based on preliminary information from submerged membrane manufacturers, the
water depth in the submerged membrane tank will be approximately 9 ft. Assuming
a 1-ft equipment pad and finished floor of 1511 ft, the water surface (and HGL) in the
membrane tank would be 1521 ft. Using this as a control point, the HGL in the ICS
would range from 1538.0 ft without pre-GAC (1521 ft + item 2 and 5 headloss in Table
2-28) to 1545.6 ft with pre-GAC.
Regardless of whether or not pre-GAC is employed, the HGL in the ICS is expected to
exceed the elevation of the Siphon discharge (1536 ft), meaning the bypass valve
would need to be closed or throttled to maintain the elevated HGL. As mentioned
previously, this operation should be automated by installing a motorized operator on
the valve.
Without pre-GAC, the HGL at Hodgden’s Box is estimated to be approximately
1542.4 ft rising up to 1549.4 ft with pre-GAC. These estimates are based on
preliminary piping layouts with peak plant production flows of 8.0 mgd with 2.5 mgd
bypassing the plant to the Northfork Canal Siphon. In the pre-GAC scenario, the
HGL would exceed the overflow weir elevation in the box (elevation 1547.67),
meaning the box would start to overflow with less than 8.0 mgd going into the plant.
The District has several options for addressing these flow restrictions to allow a
submerged membrane with pre-GAC alternative to continue. These options include:
Minimize Headloss: New influent piping and other appurtenances would be
oversized to minimize headloss where determined to be cost effective. It is
unlikely that this option alone will result in sufficient headloss reduction to
accommodate pre-GAC in the future.
Section 2
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Automate Flow Control to the Northfork Canal Siphon: Provide an automatic
motorized actuated valve on the Northfork Canal Siphon bypass. This valve will
allow the HGL to be increased going into the plant and could be operated to fully
open any time the influent valves to Plant 134 were closed. The valve would need
to be on emergency power should a power outage occur. Although this valve
alone may not resolve all hydraulic issues further upstream, it should still be
considered a priority due to its operational enhancements.
Install Low Lift Pumps Upstream of Membrane Tank: By installing pumps
upstream of the membrane tank, the HGL coming into the plant can be lowered
before being boosted up to the 9 ft deep membrane tank through the strainers and
pumped diffusion flash mixer. These pumps could be located in several different
areas, including the location of the existing treated water pumps. By using the
treated water pump location, the option of using the existing contact-clarifiers for
pre-GAC could be retained.
Lower Membrane Building Floor: Another option is to lower the floor of the
membrane room so the high water level in the membrane tank is at a lower
elevation. However, lowering the floor would increase the complexity of the
structural design relative to potential undermining of the adjacent structure
during construction and would need to be carefully evaluated. One option is to
locate the membrane tanks away from the existing structure and only lower the
floor in that area. Alternatively, the tank itself could be partially buried.
Regardless, this would increase the complexity of design and construction.
Modify Hodgden’s Box: Hodgden’s Box could be modified by installing a closed
pipe through the structure. A tee and valve would need to be provided to allow
for irrigation diversion to the adjacent property. The piping upstream of
Hodgden’s Box would also need to be carefully evaluated to determine if it could
handle the additional pressure. Moreover, an alternative, higher elevation
overflow location would need to be provided if Plant 134 were to be shut down
and the bypass to the Northfork Canal Siphon were closed.
Permeate pumps for a submerged membrane system would have a static lift from the
tank water surface elevation of approximately 1521 ft to the maximum water surface
elevation in the storage reservoir of 1560 ft (39 feet static head). In addition, the
pumps would need to overcome headloss through the membranes and headloss in
new and existing piping up to the storage reservoir (items 6-7 in Table 2-28). The total
head these pumps should be designed to meet, static plus dynamic losses, is 87 ft. If
post GAC were added to the process, the TDH of the permeate pumps would increase
in accordance with the additional headloss through the system due to the GAC
process. The submerged membrane manufacturers would prefer to furnish constant
speed pumps as there is a pump dedicated per train allowing for a 5 to 1 turn down in
capacity. However, the design concept herein allows for the full plant flow to be
produced should one train be removed from service and this would require a higher
Section 2
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flux rate. As such, to accommodate these varied flows, it is recommended that the
submerged membrane permeate pumps be equipped with VFDs.
2.10.4 Summary of Hydraulic Implications
The following points are the primary hydraulic issues, implications, and
recommendations that should be addressed and/or considered during the final
design of the Plant 134 upgrades and expansion.
There are concerns that an overflow condition may arise at Hodgden’s Box when
the plant is at design flow and the Northfork Canal Siphon flow is also maximized
when using a submerged membrane alternative. The controlling overflow
elevation at the Hodgden’s Box should be confirmed prior to commencing final
design. Several options have been presented for addressing this concern. A
preferred option should be selected prior to commencing the final design if a
submerged membrane alternative is selected.
The HGL at Hodgden’s Box required to drive 8.0 mgd through a low-pressure
membrane system is estimated to remain below the overflow weir elevation at the
box, even if a pre-membrane GAC process is included. However, this will need to
continue to be evaluated as the design progresses.
In all scenarios except for low-pressure membranes without pre-membrane GAC,
the HGL at the ICS will be very near or exceed the overflow elevation to the
Northfork Canal Siphon. Therefore, the bypass valve will need to be throttled to
drive the full design flow of 8.0 mgd through the plant. In order to provide better
automation and control of flows into the plant and to reduce the occurrence of
overflows at Hodgden’s Box, it is strongly recommended that a motorized valve
operator and associated controls be provided on the existing bypass valve
adjacent to the ICS.
Although the existing Tate Andale strainer appears to be capable of handling the
upgraded plant flows, it will be important to regularly backwash the strainer to
limit headloss. The District has had the best success operating the unit with
backwash based on timed intervals, so this control should be retained. However,
consideration should also be given to adding controls that will either initiate a
backwash or activate an alarm should the pressure differential exceed 1 psi.
Unless the decision is made to seal Hodgden’s Box, the overflow drain and ditch
should be repaired to convey overflows to Cook Creek in a controlled manner.
This drainage system should be designed to carry a minimum of 10.5 mgd, which
is the expected peak flow coming into Hodgden’s Box after the upgrades to Plant
134.
Influent piping to the existing Roberts Pacer II units is only sized for 2.0 mgd per
filter. If the decision is made to retrofit these units into GAC filters at 4.0 mgd
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each, the associated piping and interior components would need to be upgraded
to keep headloss and velocities within reasonable limits.
Both the main plant influent line and the treated water line into the storage
reservoir are adequately sized to allow for an expansion of the plant to 8.0 mgd
(velocity will be below 10 fps).
Both low-pressure membrane feed pumps and submerged membrane permeate
pumps should be equipped with VFDs.
The 12-inch pipe from the Highland-Boulder SWP connection will need to be
upsized to at least 16-inches should the District want to take 8.0 mgd from this
source. Since SWP water can also be obtain from the 30-inch pipeline, this
improvement is not considered critical for this project and should be considered a
long term improvement goal.
Table 2-29 below summarizes the hydraulic implications of both a low-pressure and
submerged membrane system susing either pre- or post-membrane GAC.
Table 2-29
Summary of Hydraulic Implications for Plant 134 Expansion from 4.0 to 8.0 mgd
Submerged Membranes Pressure Membranes
w/ Pre-GAC w/ Post-GAC w/ Pre-GAC w/ Post-GAC
HGL at Feed Pump Suction/
Membrane Tank (ft) 1521.0 1521.0 1514.0 1514.0
HGL at Influent Control Structure
(ft) 1545.0 1538.0 1533.7 1528.7
HGL at Hodgden’s Box (ft)1 1549.4 1542.4 1541.5 1541.5
Max HGL at Feed/Permeate Pump
Discharge (ft) 1577.0 1572.0 1622 1627
Required TDH for Feed/Permeate
Pump (ft) 82 87 112 117
Throttling Required for Siphon
Bypass2 Yes Yes Possible No
Low Lift Pumping or Modifications
to Hodgden’s Box Required3 Possible No No No
Notes:
1. Assumes 10.5 mgd of flow from Hodgden’s Box to ICS (8.0 mgd to plant + 2.5 mgd bypass to Siphon)
2. If the HGL at the ICS exceeds the elevation of the Northfork Canal Siphon discharge, the discharge
will have to be throttled to keep the HGL elevated and drive the design flow through the plant.
“Possible” indicates the HGL is close to the overflow elevation and will need to be carefully evaluated
during final design.
3. Without these modifications, the HGL at Hodgden’s Box exceeds the overflow weir elevation.
“Possible” indicates the HGL is close to the overflow elevation and will need to be carefully evaluated
during final design.
2.11 Summary of Design Criteria
Table 2-30 summarizes the design criteria for the upgrades and expansion of Plant
134.
Section 2
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Table 2-30
Summary of Design Criteria for Plant 134 Upgrades and Expansion
DESIGN CRITERIA
Existing Plant
Submerged
MF (PVDF)
Pressure MF
(PVDF)
Pressure UF
(PES)
PLANT CAPACITY
Raw Water mgd 8.9
Finished Water mgd 4.0 8.0
STRAINER Bypass
Type
Self-cleaning
automatic
strainer
No. of Units ea 1 duty, 0 stdby
Perforation Size in 1/8
MFR/Model
Tate Andale
Canada Inc.,
KBF #42304
PRE-OXIDANT
Chemical
Sodium
Hypochlorite Sodium Hypochlorite
Bulk Concentration % 0.8 0.8
Dose mg/L N/A Intermittent, TBD
Storage
See
"Disinfection"
Below
Use existing,
see "Disinfection" below
Metering Pumps
Remove existing and add new,
see "Disinfection" below
Type
Diaphragm
Metering
No. of Units ea 1 duty, 0 stdby
Capacity (each) gph 105
Pressure psig 145
MFR/Model
Alldos,
Model 255
PRE-OXIDANT (FUTURE)
Chemical Permanganate
Bulk Concentration % Powder
Diluted Concentration % TBD
Dose mg/L 0.025 to 0.5
Storage Add new
Type TBD
Metering Pumps Add new
Type Diaphragm Metering
No. of Units ea 1 duty, 1 stdby
Section 2
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Table 2-30 (continued)
Summary of Design Criteria for Plant 134 Upgrades and Expansion
DESIGN CRITERIA
Existing Plant
Submerged
MF (PVDF)
Pressure MF
(PVDF)
Pressure UF
(PES)
COAGULANT Replace alum with ferric chloride or ferric sulfate
Chemical Alum Ferric Chloride
Concentration % 48 42
Dose mg/L 5 to 30 5 to 30
Demand, Average gpd 96 300
Storage Tank(s) Add new
Type FRP FRP
No. of Units ea 1 duty, 0 stdby 1 duty, 0 stdby
Capacity (each) gal 6,500 6,500
Storage Time days 67 22
Metering Pumps Add new
Type
Diaphragm
Metering Diaphragm Metering
No. of Units ea 1 duty, 1 stdby 1 duty, 1 stdby
Capacity (each) gph 20.6 21
Pressure psig 145 TBD
MFR/Model
ProMinent,
Meta HM20 TBD
COAGULATION AID (PEC) CATIONIC Remove
Chemical Cationic Polymer
Concentration % 100
Maximum Dosage mg/L 2.5
Maximum Use at
100% concentration gpd 10
Bulk Storage Tank(s)
No. of Units 1 duty, 0 stdby
Capacity (each) gal 840
Diluted Solution
Tank(s)
No. of Units ea 1 duty, 0 stdby
Capacity (each) gal 30
Concentration % 50
Mixer
Type Flash Mixer
Impeller Diameter in 3
Motor hp 0.5
Metering Pumps
Type
Diaphragm
Metering
No. of Units ea 1 duty, 1 stdby
Capacity (each) gph 0.42
Pressure psig 140
MFR/Model
LMI,
Model LB42
Section 2
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Table 2-30 (continued)
Summary of Design Criteria for Plant 134 Upgrades and Expansion
DESIGN CRITERIA
Existing Plant
Submerged
MF (PVDF)
Pressure MF
(PVDF)
Pressure UF
(PES)
COAGULANT MIXING (STATIC MIXER) Remove
Type Static mixer
Material
Size in 20
Min. Detention Time sec 10
Headloss, Maximum
(at maximum flow) psi
MFR Komax
COAGULANT MIXING (PUMPED DIFFUSION FLASH
MIXER) Add new
Design Flow mgd 8.9
Minimum Flow mgd 2.2
Target Velocity
Gradient, G (minimum) sec-1 1000
Diffuser Pumps Horizontal Centrifugal
No. of Units 1 duty, 1 stdby
Capacity, each gpm 125 (2% of raw water flow)
TDH psi 12.5
Motor Size hp 1.5
Diffuser Nozzle
Sidestream Pipe
Size in 3
Spray Pattern Square Full Cone with 120 deg Angle
Orifice Size in 1.13
Material PTFE
FLOCCULATION/CLARIFICATION Remove or Use for Pre-GAC
Type
Contact
Clarification,
Roberts Pacer II
No. of Units ea 2 duty, 0 stdby
Surface Area
Each sf 140
Total sf 280
Loading Rate gpm/sf 10
Air Scour Rate cfm 840
Section 2
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Table 2-30 (continued)
Summary of Design Criteria for Plant 134 Upgrades and Expansion
DESIGN CRITERIA
Existing Plant
Submerged
MF (PVDF)
Pressure MF
(PVDF)
Pressure UF
(PES)
FILTRATION Remove or Use for Pre-GAC
Type Tri Media
No. of Units ea 2 duty, 0 stdby
Anthracite/Silica Sand in 18
Effective Size mm 1.0-1.2
Silica Sand in 9
Effective Size mm 0.45-0.55
Garnet in 6
Effective Size mm 0.25 - 3.0
Gravel in 12
Effective Size in 3/16 – 3/4
Surface Area
Each sf 281
Total sf 562
Filter Rate gpm/sf 5
Backwash Rate (each
filter)
Unit Rate gpm/sf 18
Total gpm 5,100
Surface Wash Rate
(each filter) gpm 172
SURFACE WASH PUMP FOR CLARIFIER Remove or Use for Pre-GAC
Type Centrifugal/Vert
No. of Units ea 1 duty, 0 stdby
Capacity gpm 172
TDH psi 78
Motor Size hp 20
MFR/Model
ITT, Model 300
Type 8100
BACKWASH PUMP FOR FILTER Remove or Use for Pre-GAC
Type Centrifugal/Vert
No. of Units ea 1 duty, 0 stdby
Capacity gpm 5,100
TDH psi 21
Motor Size hp 75
MFR/Model
ITT, Model 300
Type 9100
BLOWERS FOR FILTER BACKWASH Remove
Type
No. of Units ea 2 duty, 0 stdby
Capacity (ea) scfm 840
Pressure psi 6.1
Motor Size (ea) hp 50
MFR TurboTron
Section 2
Treatment Process Description
A 2-43
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Table 2-30 (continued)
Summary of Design Criteria for Plant 134 Upgrades and Expansion
DESIGN CRITERIA
Existing Plant
Submerged
MF (PVDF)
Pressure MF
(PVDF)
Pressure UF
(PES)
MEMBRANE PRE-FILTERS Add new Add new Add new
Type
Automatic
Backwashable
Automatic
Backwashable
Automatic
Backwashable
Nominal Pore Size micron 500 500 200
Material TBD TBD TBD
No. of Units 2 duty, 1 stdby 2 duty, 1 stdby 2 duty, 1 stdby
Capacity (ea) gpm 3,086 3,086 3,086
Headloss (max. w/
clean screens) psi 1.5 1.5 1.5
Motor (ea) hp TBD TBD TBD
MFR/Model
Fluid
Engineering,
Amiad
Fluid
Engineering,
Amiad RP Adams
MEMBRANES Add new Add new Add new
Classification MF MF UF
Type Submerged Pressure Pressure
Nominal Pore Size micron 0.02 to 0.04 0.04 to 0.1 0.02
Material PVDF PVDF PES
Flow Direction Outside-In Outside-In Inside-Out
No of Cells or Trains ea 5 5 6
Spare Space % 15 15 15
Total Membrane Area sf 400,000 320,000 160,000
Membrane Area (per
cell or train) sf 80,000 64,000 26,667
Average Design Flux gfd 20.00 25.00 50.00
Maximum Firm
Instantaneous Flux gfd 27.78 34.72 66.67
Recovery, Minimum % 90 90 90
Backwash
Frequency min 25 25 25
Duration sec TBD TBD TBD
Unit Rate (per cell or
train) gpm TBD TBD TBD
Total Flow (per
backwash cycle) gal TBD TBD TBD
MFR
Zeeweed by
GE;
Memcor by
Siemens
Microza by
Pall;
Memcor by
Siemens
Norit by Layne
Christensen
MEMBRANE FEED PUMP Add new Add new
Type
Horizontal
Centrifugal
Horizontal
Centrifugal
No. of Units ea
2 duty,
1 stdby
2 duty,
1 stdby
Capacity (ea) gpm 3,086 3,086
TDH psi 50 50
Motor Size (ea) hp 125 125
VFD Yes Yes
MFR Goulds Goulds
Section 2
Treatment Process Description
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Table 2-30 (continued)
Summary of Design Criteria for Plant 134 Upgrades and Expansion
DESIGN CRITERIA
Existing Plant
Submerged
MF (PVDF)
Pressure MF
(PVDF)
Pressure UF
(PES)
MEMBRANE PERMEATE PUMP Add new
Type
Horizontal
Centrifugal
No. of Units ea 5 total
Capacity (ea) gpm 1,389
TDH psi 36
Motor Size (ea) hp 50
VFD Yes
MFR Goulds
MEMBRANE BACKWASH PUMP Add new Add new Add new
Type
Horizontal
Centrifugal
Horizontal
Centrifugal
Horizontal
Centrifugal
No. of Units ea 1 duty, 1 stdby 1 duty, 1 stdby 1 duty, 1 stdby
Capacity (ea) gpm 3100 TBD 3800
TDH psi 17 TBD 25
Motor Size (ea) hp 40 TBD 75
VFD Yes Yes Yes
MFR Goulds Goulds Goulds
COMPRESSED AIR SYSTEM Add new Add new Add new
Type TBD TBD TBD
No. of Units ea 1 duty, 1 stdby 1 duty, 1 stdby 1 duty, 1 stdby
Compressor hp TBD TBD TBD
Receiver Tank
(Control) gal TBD TBD TBD
Receiver Tank
(Process) gal TBD TBD TBD
MFR TBD TBD TBD
BLOWERS Add new Add new N/A
Type Centrifugal Centrifugal
No. of Units ea 1 duty, 1 stdby 1 duty, 1 stdby
Capacity (ea) scfm TBD TBD
Pressure psi TBD TBD
Motor Size (ea) hp TBD TBD
MFR TBD TBD
CLEAN-IN-PLACE (CIP) SYSTEM Add new Add new Add new
CIP Interval days 30 30 30
CIP Tank Add new Add new Add new
Type FRP FRP FRP
No. of Units ea 1 duty, 0 stdby 1 duty, 0 stdby 1 duty,0 stdby
Capacity (ea) gal 8,500 8,500 8,500
CIP Pumps Add new Add new Add new
Type
Horizontal
Centrifugal
Horizontal
Centrifugal
Horizontal
Centrifugal
No. of Units ea 1 duty, 1 stdby 1 duty, 1 stdby 1 duty, 1 stdby
Capacity (ea) gpm 1,720 1,720 1,720
TDH psi 20 20 20
Motor Size (ea) hp 25 25 25
MFR/Model Goulds Goulds Goulds
Section 2
Treatment Process Description
A 2-45
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Table 2-30 (continued)
Summary of Design Criteria for Plant 134 Upgrades and Expansion
DESIGN CRITERIA
Existing Plant
Submerged
MF (PVDF)
Pressure MF
(PVDF)
Pressure UF
(PES)
NEUTRALIZATION SYSTEM
Neutralization Tank Add new Add new Add new
Type FRP or XLPE FRP or XLPE FRP or XLPE
No. of Units ea 1 duty, 0 stdby 1 duty, 0 stdby 1 duty, 0 stdby
Capacity (ea) gal 15,000 15,000 15,000
Neutralization Pumps Add new Add new Add new
Type
Horizontal
Centrifugal
Horizontal
Centrifugal
Horizontal
Centrifugal
No. of Units ea 1 duty, 1 stdby 1 duty, 1 stdby 1 duty, 1 stdby
Capacity (ea) gpm 300 300 300
TDH psi 20 20 20
Motor Size (ea) hp 5 5 5
MFR/Model Goulds Goulds Goulds
ON-SITE CHLORINE GENERATOR SYSTEM
On-Site Chlorine
Generator Remove existing and add new
Capacity, Total ppd 150 300
MFR Chlor-Tec Chlor-Tec
Brine Storage Use existing
Type FRP FRP
Capacity gal 8,000
Capacity ton 30 30
Storage Time days 48 74
MFR
Core-Rosion
Products Core-Rosion Products
SODIUM HYPOCHLORITE FOR PRE-OXIDATION,
DISINFECTION AND MEMBRANE CEB
Chemical
Sodium
Hypochlorite
Sodium
Hypochlorite
Sodium
Hypochlorite
Sodium
Hypochlorite
Concentration % 0.8 0.8 0.8 0.8
Disinfection
Dose mg/L 2 to 4 1 to 4 1 to 4 1 to 4
Demand, Average
(chlorine) ppd 100 167 167 167
Demand, Average
(0.8% solution) gpd 1501 2501 2501 2501
Membrane CEB
Dose mg/L 10 10 10
Demand, Average
(chlorine) ppd 63 63 63
Demand, Average
(0.8% solution) gpd 951 951 951
Total Demand,
Average (chlorine) ppd 100 230 230 230
Total Demand,
Average (0.8%
solution) gpd 1,501 3,452 3,452 3,452
Section 2
Treatment Process Description
A 2-46
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Table 2-30 (continued)
Summary of Design Criteria for Plant 134 Upgrades and Expansion
DESIGN CRITERIA
Existing Plant
Submerged
MF (PVDF)
Pressure MF
(PVDF)
Pressure UF
(PES)
SODIUM HYPOCHLORITE FOR PRE-OXIDATION,
DISINFECTION AND MEMBRANE CEB (continued)
Sodium Hypochlorite
Storage Use existing Use existing Use existing
Type XLPE XLPE XLPE XLPE
No. of Units ea 1 duty, 0 stdby 1 duty, 0 stdby 1 duty, 0 stdby 1 duty, 0 stdby
Capacity Gal 3,000 3,000 3,000 3,000
Storage Time hours 48 21 21 21
Metering Pumps for
Disinfection Add new Add new Add new
Type
Diaphragm
Metering
Diaphragm
Metering
Diaphragm
Metering
Diaphragm
Metering
No. of Units ea 1 duty, 0 stdby 2 duty, 1 stdby 2 duty, 1 stdby 2 duty, 1 stdby
Capacity (each) gph 55 70 70 70
Pressure psig 145 TBD TBD TBD
MFR/Model
Alldos,
Model 254 Alldos Alldos Alldos
Transfer Pumps for
Membrane CEB Add new Add new Add new
Type
Magnetic
Drive
Centrifugal
Magnetic
Drive
Centrifugal
Magnetic
Drive
Centrifugal
No. of Units ea 1 duty, 1 stdby 1 duty, 1 stdby 1 duty, 1 stdby
Capacity (each) gpm 3.9 3.9 3.9
Pressure psig TBD TBD TBD
MFR
IWAKI,
Series MD
IWAKI,
Series MD
IWAKI,
Series MD
SODIUM HYPOCHLORITE FOR MEMBRANE CIP Add new Add new Add new
Chemical
Sodium
Hypochlorite
Sodium
Hypochlorite
Sodium
Hypochlorite
Concentration % 12.5 12.5 12.5
Dose mg/L 1,000 1,000 1,000
Demand, Average
(chlorine)
lb per
CIP 72 72 72
Demand, Average
(12.5% solution)
gal per
CIP 58 58 58
Storage Tank(s) Add new Add new Add new
Type 55 gal drum 55 gal drum 55 gal drum
No. of Units ea 2 duty, 0 stdby 2 duty, 0 stdby 2 duty, 0 stdby
Capacity (each) gal 55 55 55
Storage Time days 1 to 2 CIP 1 to 2 CIP 1 to 2 CIP
Transfer Pumps Add new Add new Add new
Type
Magnetic
Drive
Centrifugal
Magnetic
Drive
Centrifugal
Magnetic
Drive
Centrifugal
No. of Units ea 1 duty, 0 stdby 1 duty, 0 stdby 1 duty, 0 stdby
Capacity (each) gpm 11.5 11.5 11.5
Pressure psig 8.7 8.7 8.7
MFR
IWAKI,
Series MD
IWAKI,
Series MD
IWAKI,
Series MD
Section 2
Treatment Process Description
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Table 2-30 (continued)
Summary of Design Criteria for Plant 134 Upgrades and Expansion
DESIGN CRITERIA
Existing Plant
Submerged
MF (PVDF)
Pressure MF
(PVDF)
Pressure UF
(PES)
SODIUM HYDROXIDE FOR PH CONTROL AND
MEMBRANE CIP
Chemical
Sodium
Hydroxide Sodium Hydroxide
Concentration % 25 25
pH Control
Dose mg/L 1 to 15 1 to 20.5
Demand, Average gpd 104 197
Membrane CIP
Dose mg/L 11,000 11,000 11,000
Demand, Average
gal per
CIP 304 304 304
Storage Tank(s) Use existing
Type FRP FRP
No. of Units ea 1 duty, 0 stdby 1 duty, 0 stdby
Capacity (each) gal 6,500 6,500
Storage Time days N/A 31
Metering Pumps for
pH control Use existing
Type
Diaphragm
Metering Diaphragm Metering
No. of Units ea 1 duty, 1 stdby 1 duty, 1 stdby
Capacity (each) gph 20.6 20.6
MFR/Model
ProMinent,
Meta HM20
ProMinent,
Meta HM20
Transfer Pumps for
Membrane CIP Add new Add new Add new
Type
Magnetic
Drive
Centrifugal
Magnetic
Drive
Centrifugal
Magnetic
Drive
Centrifugal
No. of Units ea 1 duty, 0 stdby 1 duty, 0 stdby 1 duty, 0 stdby
Capacity (each) gpm 10 10 10
Pressure psig 8.7 8.7 8.7
MFR/Model
IWAKI,
Series MD
IWAKI,
Series MD
IWAKI,
Series MD
Section 2
Treatment Process Description
A 2-48
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Table 2-30 (continued)
Summary of Design Criteria for Plant 134 Upgrades and Expansion
DESIGN CRITERIA
Existing Plant
Submerged
MF (PVDF)
Pressure MF
(PVDF)
Pressure UF
(PES)
ORTHOPHOSPHATE FOR CORROSION CONTROL Use existing
Chemical
Sodium
Phosphate Blend Sodium Phosphate Blend
Concentration % 100 100
MFR/Model
Calciquest
SE100 Calciquest SE100
Dose mg/L 0.6 to 0.8 0.6 to 0.8
Demand, Average gpd 2 4
Storage Tank(s) Use existing
Type XLPE XLPE
No. of Units ea 1 duty, 1 stdby 1 duty, 1 stdby
Capacity (each) gal 165 165
Storage Time days 82
Metering Pumps Use existing
Type
Diaphragm
Metering Diaphragm Metering
No. of Units ea 1 duty, 1 stdby 1 duty, 1 stdby
Capacity (each) gph 0.45 0.45
Pressure psi 174 174
MFR/Model
ProMinent,
Model G
ProMinent,
Model G
FILTER AID (PEN) NONIONIC
PUMPS
Currently used to
pump Alum to
Backwash Water Remove and add new
Chemical Alum Manufacturer approved polymer
Concentration % 48 TBD
Dose mg/L N/A TBD
Demand, Average gpd N/A TBD
Metering Pumps Add new
Type
Diaphragm
Metering Diaphgram Metering
No. of Units ea 1 duty, 1 stdby 1 duty, 1 stdby
Capacity (each) gph 0.42 TBD
Pressure psig 140 TBD
MFR/Model
LMI,
Model LB42
WASHWATER TREATMENT
(PEA) ANIONIC PUMPS
Currently Out of
Service Remove
Maximum Dosage mg/L N/A
Maximum Use at
100% concentration gpd N/A
Metering Pumps
Type
Diaphragm
Metering
No. of Units ea 1 duty, 1 stdby
Capacity (each) gph 0.42
Pressure psig 140
MFR/Model
LMI,
Model LB42
Section 2
Treatment Process Description
A 2-49
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Table 2-30 (continued)
Summary of Design Criteria for Plant 134 Upgrades and Expansion
DESIGN CRITERIA
Existing Plant
Submerged
MF (PVDF)
Pressure MF
(PVDF)
Pressure UF
(PES)
CIP ACID SYSTEM
Chemical
Hydrochloric
Acid
Hydrochloric
Acid Sulfuric Acid
Bulk Concentration % 31.5 31.5 30
Cleaning
Concentration mg/L 10,000 10,000 500
Demand, Average
gal per
CIP 237 237 5
Alternative Chemical Citric Acid Citric Acid
Bulk Concentration % 50 50
Cleaning
Concentration mg/L 1,000 20,000
Demand, Average
gal per
CIP 82
Storage Add new Add new Add new
Type 330 gal tote 330 gal tote 55 gal drum
No. of Units ea 1 duty, 0 stdby 1 duty, 0 stdby 1 duty, 0 stdby
Capacity (ea) gal 330 330 55
Storage Time 1 to 2 CIP 1 to 2 CIP 1 to 5 CIP
Transfer Pumps Add new Add new Add new
Type
Magnetic
Drive
Centrifugal
Magnetic
Drive
Centrifugal
Magnetic
Drive
Centrifugal
No. of Units ea 1 duty, 0 stdby 1 duty, 0 stdby 1 duty, 0 stdby
Capacity (ea) gpm 47 47 1
Pressure psig 8.7 8.7 8.7
MFR/Model
IWAKI,
Series MD
IWAKI,
Series MD
IWAKI,
Series MD
CIP SODIUM BISULFITE SYSTEM Add new Add new Add new
Chemical
Sodium
Bisulfite
Sodium
Bisulfite
Sodium
Bisulfite
Bulk Concentration % 38 38 38
Cleaning
Concentration (Dose) mg/L 1470 1470 1470
Demand, Average
gal per
CIP 25 25 25
Storage Add new Add new Add new
Type 55 gal drum 55 gal drum 55 gal drum
No. of Units ea 1 duty, 0 stdby 1 duty, 0 stdby 1 duty, 0 stdby
Capacity (ea) gal 55 55 55
Storage Time 2 CIP 1 to 2 CIP 1 to 2 CIP
Transfer Pumps Add new Add new Add new
Type
Magnetic
Drive
Centrifugal
Magnetic
Drive
Centrifugal
Magnetic
Drive
Centrifugal
No. of Units ea 1 duty, 0 stdby 1 duty, 0 stdby 1 duty, 0 stdby
Capacity (ea) gpm 0.8 0.8 0.8
Pressure psig 8.7 8.7 8.7
MFR/Model
IWAKI,
Series MD
IWAKI,
Series MD
IWAKI,
Series MD
Section 2
Treatment Process Description
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Table 2-30 (continued)
Summary of Design Criteria for Plant 134 Upgrades and Expansion
DESIGN CRITERIA
Existing Plant
Submerged
MF (PVDF)
Pressure MF
(PVDF)
Pressure UF
(PES)
WASHWATER RECOVERY BASIN Use existing
No. of Units ea 3 duty, 0 stdby 3 duty, 0 stdby
Capacity
Basins No.1 & 3
(each) gal 873,700 873,700
Basin No.2 gal 810,000 810,000
RECYCLE PUMP STATION Replace existing
Type Vert. Turbine Vert. Turbine
No. of Units ea 2 duty, 0 stdby 2 duty, 0 stdby
Capacity (each) gpm 180 620
TDH psi 27 24
Motor Size (each) hp 3 15
Recycle Rate (% of
Treated Flow) % 6.5 10
TREATED WATER PUMPS Remove
Type Centrifugal/Horiz
No. of Units ea 2 duty, 0 stdby
Capacity gpm 1,400
TDH psi 22
Motor Size hp 25
MFR/Model
ITT, Model 300
Type 8100
CLEARWELL Use existing
Capacity M.G. 3 3
Size (Diameter x
Water Depth) ft 114x40 114x40
BOOSTER PUMPS
Canal Zone Replace existing
Type Vert. Turbine Vert. Turbine
No. of Units ea 2 duty, 0 stdby 3 duty, 0 stdby
Capacity (each) gpm 500 833
TDH psi 182 136
Motor Size (each) hp 75 100
Vendor Simflo Simflo
Foothill Zone Replace existing
Type Vert. Turbine Vert. Turbine
No. of Units ea 3 duty,0 stdby 2 duty,0 stdby
Capacity (each) gpm 1,000 1,500
TDH psi 73 76
Motor Size (each) hp 75 100
Vendor Simflo Simflo
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Section 3
Design Standards
This section describes the key design standards and criteria for each engineering
discipline as they relate to the proposed upgrades and expansion of Plant 134. The
disciplines discussed include civil, geotechnical, architectural, structural, process
mechanical, building mechanical (HVAC, plumbing, and fire protection), electrical,
and instrumentation and controls (I&C).
3.1 Civil
This section lists the general civil design codes and standards that will be used in the
final design phase of the project. It also includes a discussion of the existing civil
design features followed by design criteria for civil upgrades and additions that will
be required to support the new membrane systems and to incorporate the new
facilities into the existing plant site, including: surveying; yard piping; grading,
paving, and drainage; site security and fencing; and dust and erosion control.
3.1.1 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
Section 3
Design Standards
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AWWA M11 Steel Pipe – A Guide for Design and Installation
AWWA M23 PVC Pipe – Design and Installation
AWWA M41 Ductile-Iron Pipe and Fittings
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”
3.1.2 Existing Site-Civil Features
The existing site-civil features at Plant 134 include yard piping, surface drainage, an
access road, parking, and gates and fences. Buried yard piping at the plant is
generally ductile iron with buried butterfly valves for isolation. The site is graded so
that stormwater flows away from buildings toward the perimeter of the site where it
is collected in a series of surface concrete swales that connect to either ductile iron or
RCP storm drains. One RCP storm drain system collects runoff from the north
portion of the site while the other collects runoff from the southern portion of the site.
Both storm drains discharge to the east in City Creek. Sanitary waste is collected from
the laboratory area of the plant and conveyed to a holding tank in the road south of
the building and north of the washwater basins.
Access to the plant is provided by a 20-foot wide paved road leading north from
Highland Avenue adjacent to City Creek. The access road continues to the north up
to the storage reservoir with a turnoff that provides access to the plant. Asphalt
paving extends around the treatment buildings and provides area for storage and
parking. A chain link fence with barbed wire extends around the perimeter of the
plant and around the storage reservoir. Access is provided through locked gates east
of the plant and at the storage reservoir.
3.1.3 Proposed Civil Upgrades and Additions
As discussed previously, the new Membrane Building will be built immediately to the
west of the existing Treatment Building (see Figure C-1 in Appendix A). The design
of the existing plant included provisions for expansion into this area, so the area is
generally flat with few utilities. However, a few items will need to be demolished
and/or relocated to accommodate the new facilities, including: removal of fences,
gates, trees, shrubs, pavement, and concrete swales west and northwest of the existing
buildings; removal of the existing catch basin and storm drain west of the building;
and rerouting of the 20-inch reservoir drain and 8-inch Treatment/Pump Building
drain. Figure C-5 in Appendix A shows features and utilities that will likely need to
be demolished or relocated.
In order to accommodate the new treatment facilities and still maintain clearance for
access, the site will need to be re-graded around the west and northwest corner of the
existing facilities (see Figure C-2 in Appendix A). This grading will likely include the
Section 3
Design Standards
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installation of three small retaining walls: one northwest of Washwater Basin No. 1,
one northwest of the new Membrane Building, and one north of the existing
Treatment Building to provide room for the new standby generator. In addition, a
portion of the access road leading up to the storage reservoir may need to be re-
graded to blend into the new grading down at the plant. This will need to be
carefully evaluated in final design as the road up to the storage reservoir already has
a slope approaching 15 percent. As shown in Figure C-2, a 10-ft wide one way access
path will be provided around the perimeter of the buildings. Parking spaces will be
retained to the north and east of the existing Control Building.
New yard piping at Plant 134 will include connections to existing systems, new or
relocated drain lines, and the possible installation of a new CIP waste discharge line
connecting to the nearby municipal sewer system. Raw water will be conveyed to the
new Membrane Building by installing a 24-inch tee along the existing 24-inch ductile
iron influent line. Downstream of the new Membrane Building, the treated water will
connect to a stub-out on the existing line leading to the storage reservoir. A bypass
will also be installed around the flow meter leading to the storage reservoir so the
meter can be serviced without draining the reservoir. Other proposed yard piping
modifications include relocating the storm drain on the west side of the existing
Treatment Building, relocating the 20-inch reservoir drain, relocating the 8-inch
building drain, connecting the membrane backwash line to the washwater basins, and
increasing the size of the recycle pump station discharge line to 6-inch. See Figures C-
3 and C-4 in Appendix A for proposed yard piping improvements.
3.1.4 Design Criteria
The following general design criteria will apply to the civil improvements at Plant
134.
Surveying
Ground surveys will be conducted, as needed, to support design and construction
using the locally established horizontal and vertical control datums. The survey
should include topographic and surface features as well as buried utilities. In
addition to surveying the areas around the plant that will be disturbed by
construction, it will also be necessary to confirm the elevations at “Hodgeskin’s Box”
upstream of the treatment plant due to the importance of this structure in the Plant’s
hydraulic performance.
The basis of bearings will be the North American Datum of 1983 (NAD 83), California
Zone 6, and the vertical datum will be the NAVD 88 control, with the project
coordinate system to be California Coordinate System (CCS83), with all surveys to be
adequate for the purposes intended.
Yard Piping
Process Water: The new process water lines (raw water, treated water, backwash
water, etc.) leading into and out of the new Membrane Building will be cement mortar
Section 3
Design Standards
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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. 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 3-1 summarizes the yard piping design criteria for process water systems.
Table 3-1
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
Maximum Design Velocity 10 feet per second
Valves Butterfly (AWWA C504)
Sanitary Sewer: As discussed previously, the project may also include the installation
of a new gravity or forced sanitary sewer line to convey neutralized CIP waste to the
City of San Bernardino Municipal Water Department sewer system located south of
the site. 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: Storm drains will be 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.
Site Security and Fencing: Relocated fences will be reinstalled or replaced with
barbed wire chain link fence to match the existing fences at the site.
Dust and Erosion Control: Dust and erosion control during construction will be
provided as needed to minimize adverse consequences to neighboring properties,
residents, and to comply with environmental regulations including CEQA mitigation
requirements. Continuous measures to control dust and erosion during both
construction and operation will be provided, as needed.
3.2 Geotechnical
This section describes the general geotechnical design standards and criteria that will
be used in the final design phase of the project. It also includes a review of previous
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geotechnical studies and issues related to the site. Finally, this section includes an
overview of the geotechnical implications of the proposed project and recommended
studies that should be completed prior to or during the final design phase.
3.2.1 Applicable Codes, Standards, and References
The following codes and guidelines will be used to provide criteria for geotechnical
and foundation design of the Plant 134 upgrade and expansion. 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
proposed facilities.
2007 California Building Code (CBC)
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 Division of Mines and Geology (DMG) Special Publication 117
– Guidelines for Analyzing and Mitigating Liquefaction in California
3.2.2 Existing Geotechnical Conditions and Previous Studies
Plant 134 is bounded by the active channel of City Creek to the west, Highland
Avenue to the south, and undeveloped property to the east and north. The site is
located within the Transverse Ranges Physiographic Province of Southern California
at the foothills of the San Bernardino Mountains and a seismically active region
characterized by northwest-trending faults, mountain ranges, and valleys. The
subsurface condition consists of alluvial deposits that lie unconformably on a bedrock
unit (Potato Sandstone). The alluvial deposits are relatively coarse-grained,
containing a high percentage of cobbles and boulders. The proposed facilities will be
located within the vacant lot to the west of the existing Treatment Building.
The site is mapped within the Alquist-Priolo Earthquake Fault Zones for the San
Andreas Fault for the Harrison Mountain Quadrangle. Earthquake Fault Zones are
regulatory zones around active faults that require a detailed geologic investigation to
demonstrate the absence of active fault traversing the site for structures intended for
human occupancy. If an active fault is found, a structure for human occupancy
cannot be placed over the trace of the fault and must be set back from the fault
(generally 50 feet).
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A number of studies were performed in the early 1990s during the planning and
design of the existing plant. As part of the previous study, fault trenches were
performed to delineate the faulting potential at the site (Converse, 1992). Two of the
fault trenches, T-1 and T-2, were excavated to the west and east of the proposed
addition at the north. The trenches were roughly north-south trending and
perpendicular to the direction of the San Andreas Fault. The trenches did not indicate
evidence of faulting at the area of the proposed expansion.
3.2.3 Plant Expansion Geotechnical Issues
Based on available data, evidence of faulting was not observed within the proposed
expansion area that could have a severe impact to the operations of the plant. The
available grading plan indicates that the northern portion of the site was cut
significantly during previous construction to achieve the existing grade. The
proposed facilities will likely be founded near the existing grade in the native
alluvium or bedrock. Previous test pits did not extend beyond the present grade to
provide an assessment of the subsurface condition below the proposed addition. The
presence of cobbles/boulders as well as the difficulties of excavation in bedrock
should be defined to during the final design phase to minimize impact to the
construction. Given the seasonal variation of the water and proximity of the creek to
the proposed pipeline and the expansion area, slope stability and erosion will be
evaluated as part of the final design. Soil liquefaction during a seismic event can have
significant detrimental impact to the integrity of the facility. Previous studies indicate
relatively dense soils with cobbles and boulders, and bedrock formation, the potential
for liquefaction appears to be low but should be evaluated as part of the final design.
Appropriate mitigation measures should be incorporated in the foundation if
liquefaction is an issue.
3.2.4 Recommended Additional Geotechnical Studies
To facilitate foundation recommendations as well as to assess the presence of
cobbles/boulders and difficulties of bedrock excavation, it is recommended that a
limited field investigation be performed during final design. The field investigation
should consist of at least two test pits near the corner of the proposed addition. In
addition, up to three test pits should be considered along the alignment of the
proposed pipeline to aid in evaluating the excavatability and suitability of the on-site
material for use as trench backfill. If test pits reveal the presence of loose alluvial
soils, borings should be performed to further characterize the potential of liquefaction.
3.3 Architectural
This section lists the architectural codes and standards that will be used for the final
design phase of the project. It also includes a description of the Plant’s existing
architectural features followed by a discussion of the architectural features and design
criteria for the proposed facilities.
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3.3.1 Applicable Codes, Standards, and References
The new facilities will be designed in compliance with the 2007 California Building
Code, California Code of Regulations, Title 24, Parts 2, Volumes 1&2, (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:
Part 3 - 2007 California Electrical Code based on the 2005 National Electrical Code
of the National Fire Protection Association (NFPA)
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
The new CIP/Neutralization System Area and CIP/Neutralization Chemical Storage
Area will each contain a three sided, roofed enclosure.
3.3.2 Existing Architectural Features
The existing facilities consist of three separate structures: the Control Building, the
(Filter) Treatment Building, and the Pump Station Building. The existing Control
Building is a split-face concrete masonry unit (CMU) structure, approximately 61 ft x
65 ft and approximately 19 ft in height. This building contains a bulk chemical
storage area. This storage area is located at the south end of the building and is a
three sided enclosure open to the south. The existing Treatment Building, located
immediately adjacent to the existing Control Building, is a pre-engineered structure
approximately 45 ft x 64 ft, and approximately 20 ft in height. The existing Pump
Station Building located immediately north of the existing Treatment Building is a
pre-engineered structure approximately 45 ft x 45 ft and approximately 16 ft in height.
3.3.3 Proposed Architectural Features
The new Membrane Building for the membrane system equipment at Plant 134 will be
configured as an expansion to the existing buildings. The new Membrane Building
structure will be a single story, slab-on-grade, pre-engineered metal building. It will
be nominally 50 ft x 95 ft with an interior clear height of 25 ft.
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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, skylights, 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 new CIP/Neutralization System Area will also be configured as a single story,
slab-on-grade with secondary containment, pre-engineered metal structure. It will be
a three-sided, covered enclosure, nominally 15 ft x 50 ft with an interior clear height of
26 ft. It is intended for the new enclosures to match the existing pre-engineering
metal buildings on site. This area will include the CIP Tank, CIP Pumps,
Neutralization Tank, and Neutralization Pumps.
The ancillary CIP/Neutralization Chemical Storage Area will also be configured as a
single story, slab-on-grade with secondary containment, pre-engineered metal
structure. It will be a three-sided, covered enclosure, nominally 15 ft x 20 ft with an
interior clear height of 26 ft. It is intended for the new enclosures to match the
existing pre-engineering metal buildings on site. It is anticipated that the chemicals
being stored may include:
12.5 percent Sodium Hypochlorite (Two 55-gal drums)
31.5 percent Hydrochloric Acid (Two 330-gal totes); or 50 percent Citric Acid (One
330-gal tote); or 30 percent Sulfuric Acid (One 55-gal drum)
36 percent Sodium Bisulfite (Two 55-gal drums)
Due to the chemicals being stored, this enclosure may be classified as a Hazardous
occupancy by the building code. If this determination is confirmed, this may require
a 1 hour fire-resistive separation between the CIP/Neutralization Chemical Storage
Area and the Membrane Building, which is anticipated to be classified as a Low-
Hazard Factory Industrial occupancy.
3.3.4 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.
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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 prefinished 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 to 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. Liner panels shall be 29 gage (minimum) galvanized
steel sheet, finished to match the wall siding panel.
Insulation: White, poly/scrim/foil faced fiberglass bats. Manufacturer’s standard
system, if equal or greater, may be substituted with Owner’s approval. Roof
insulation shall meet, or exceed, an R30 rating. Wall insulation shall meet, or
exceed, an R19 rating. Vendor to provide certification that the building envelope
design complies with Title 24 requirements.
Doors and hardware: Man doors required for access and Code compliant egress
will be provided with appropriate hardware. Overhead coiling doors will be
included if determined to be necessary or required.
Windows: If included, windows shall be manufacturer’s standard, fixed,
thermally-broken double-pane insulated system. Window design shall meet or
exceed Title 24 requirements and AAMA performance standards for wind
resistance, infiltration, finish, etc.
Skylights: If included, skylights shall be manufacturer’s standard aluminum and
acrylic curbed models as designed for commercial/industrial applications.
Performance requirements regarding energy, structural, and finish the same as
stated for windows.
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Manufacturer’s standard building components may be used, provided
components and complete structure conform to the overall design indicated and
to specified requirements.
Interior finishes including any necessary support steel or concrete pads for
equipment will be specified.
3.4 Structural
This section describes the structural and seismic codes and design standards that will
be used for the final design phase of the project. It also includes a discussion of the
existing structural systems followed by design criteria for the proposed structural
upgrades and additions, including materials, loads, and other key design
requirements.
3.4.1 Applicable Codes, Standards, and References
The following codes and criteria will be used for the final structural design of the
Plant 134 upgrade and expansion. 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 318-02/ACI 318R-02 - 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 (AISC) - Manual of Steel Construction,
Ninth Edition
American National Standards Institute/American Society of Civil Engineers
(ANSI/ASCE), ASCE 7-05 - Minimum Design Loads for Buildings and Other
Structures
American Water Works Association (ANSI/AWWA), AWWA D100-96 Welded
Steel Tanks for Water Storage
American Welding Society (AWS):
o Structural Welding Code - Steel D1.1
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o Structural Welding Code – Aluminum D1.2
o Structural Welding Code - Sheet Steel D1.3
o 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 (AISC) - 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)
3.4.2 Existing Structural Systems
Plant 134 includes the following existing structural systems:
Existing steel tank storage reservoir
Existing prefabricated steel structure Treatment Building
Existing prefabricated steel structure Pump Building
Existing CMU structure Control Building
3.4.3 Proposed Structural Upgrades
The proposed structural upgrades and additions at Plant 134 include the following:
New slab-on-grade for new Membrane Building, prefabricated steel structure that
will house new membrane system equipment
New slab-on-grade for new CIP/Neutralization System Area, three sided roofed
enclosure that will house new CIP and Neutralization tanks and pumps
New slab-on-grade for new CIP/Neutralization Chemical Storage Area, three
sided roofed enclosure that will house chemical storage tanks and transfer pumps
Addition of new doorways in existing Treatment/Pump Building for access to
new Membrane Building
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3.4.4 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
High-strength steel bolts: ASTM A325, minimum 5/8-inch in diameter, unless
noted otherwise
Embedded anchor bolts: ASTM F1554, Grade 36, minimum ¾-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
3.4.5 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, soil loads, and combined loads.
Dead Loads
Dead loads will consist of the weight of the structure and all equipment.
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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 3-2.
Table 3-2
Uniform and Concentrated Live Loads
Use or Occupancy
Uniform Load
(lb/sf)
Concentrated Load
(lbs)
Office Areas 50 2,000
Office File Rooms 125 --
Storage Areas (Light) 125 1 --
Storage Areas (Heavy) 250 1 --
Catwalks and Stairways 100 300 2
Personnel Assembly Areas, Lobbies and Exits 100 --
Equipment Room Floors 250 -- 3
Roofs (non-concrete) 20 --
Roofs (concrete) 50 --
Process Area 200 --
Unrestricted Vehicular Areas 300 -- 4
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 7-02.
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
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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:
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.
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Rotating equipment will be tested for vibrations and results recorded for future
preventative maintenance.
Soil Loads
Recommendations for below grade restrained walls 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.
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.
3.4.6 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.
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 1.125 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.
3.4.7 Foundation Design
Recommendations for foundation design are as recommended per Converse
Consultants Inland Empire (CCIE) Geotechnical Report Dated April 12, 1993 CCIE
Project No. 92-81-460-02, and modified to current codes per CDM.
3.4.8 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:
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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 exfiltration of liquid into soil or dry areas of structures.
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.
3.4.9 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.
3.4.10 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.
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3.5 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. Detailed information on the new
process mechanical equipment including membranes, pre- and post-treatment
systems, chemical feed systems, waste disposal, and pump station upgrades are
discussed in detail in Section 2.
3.5.1 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 134 mechanical expansion and upgrades. 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
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”
Hydraulic Institute (HI) Pump Standards, 2002
3.5.2 Existing Process Mechanical Systems
Currently, Plant 134 has a capacity of 4.0 mgd, and includes the following process
mechanical facilities/equipment:
ICS with isolation valves and pressure reducing valves
Tate Andale 20-inch KBF automatic strainer to remove course solids
Two modular Roberts Pacer II contact clarifiers (model P-1400AI), with tri-media
filters (each unit rated at 2.0 mgd) with backwash pumps, surface wash pumps,
and blowers
Treated water pumps to pump water from the Roberts Pacer II units to the on-site
storage reservoir
Distribution booster pumps pumping to the Foothill and Canal pressure zones
Chemical storage and feed facilities (alum, cationic polymer, nonionic polymer,
anionic polymer, sodium hydroxide, and orthophosphate)
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On-site sodium hypochlorite generation and feed facilities
In general, the exposed process piping connecting the various treatment processes is
carbon steel with welded or flanged joints. Butterfly valves with manual or electric
motor operators are provided at numerous locations to isolate or control flow. Check
valves or hydraulically operated globe type pump control valves are provided
downstream of pumps.
3.5.3 Proposed Process Mechanical Upgrades and Additions
The primary process mechanical upgrades and additions at Plant 134 will be the new
membrane systems and ancillary equipment, chemical systems upgrades and
expansion, and pump station upgrades discussed in Section 2. Other proposed
process mechanical upgrades include new mechanical piping and valves, reuse of the
existing automatic strainers, and possible conversion of the existing Roberts Units to a
GAC process. These additional upgrades are discussed below.
Piping, Valves, and Connections to Existing System
Raw water will enter the membrane system from a connection to the existing 24-inch
ductile iron pipe installed south of the existing Treatment Building. A new 24-inch
pipeline will enter the Membrane Building and connect to the suction header of the
membrane feed pumps (low-pressure membrane system) or to the influent header of
new pre-filters/strainers (submerged membrane system).
After water leaves the new membrane system, it will be conveyed into a new header
that will go below grade and connect to the existing 16-inch steel pipeline that is
currently stubbed out just east of the existing filter building. This existing pipeline
will carry the flow to the existing storage reservoir (see Figure M-11 in Appendix A).
Backwash water supply to the membrane system will be provided off of the existing
backwash supply located on the west side of the booster pump station building. The
existing 10-inch parallel backflow preventers will remain and the new line will enter
the Membrane Building downstream of the existing backflow preventers (see Figure
M-11 in Appendix A).
New header piping between the existing influent and effluent lines and new
membrane equipment will be either steel or ductile iron with a pressure rating
exceeding the maximum anticipated pipeline pressure. Pipes will be sized to keep
peak velocities below 10 feet per second and to limit headloss as necessary. Flanged
or welded joints will be provided with restrained flexible sleeve couplings or flanged
coupling adaptors installed where needed to allow for removal of instruments and
valves. Isolation and flow control valves on the headers will be butterfly valves with
manual or electric motor actuators.
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Automatic Strainer
Raw water currently travels from the ICS to the Tate Andale automatic strainer.
Based on information provided in the strainer operation and maintenance manual, the
existing 20-inch strainer has sufficient capacity to handle the expanded plant flows
with headloss remaining below 1 psi. Although the membrane supplier will also be
providing strainers for use upstream of the membranes, CDM recommends that the
Tate Andale unit be retained to remove larger debris (e.g. sticks, etc.) that may pose
problems to the membrane pre-filters/strainers.
Conversion of Contact Clarifiers to GAC Filters
Once the membrane system is in operation, the contact clarifiers and multi-media
filters will be removed from service. However, the District may decide to reuse the
existing equipment in the future as either a pre- or post-membrane GAC filter. In
order to make this conversion, additional study would be required to determine what
modifications would be required to the tank, distribution headers, underdrains, and
collection troughs. In addition, the current influent and effluent piping into the
Roberts Pacer II units were designed for only 2.0 mgd per unit. In order to pass all 8.0
mgd through the two units, the piping would need to be upsized to keep velocities
and associated headloss to a minimum. Figure M-2 in Appendix A shows how
influent flow could be routed through the existing Roberts Pacer II units to the
membranes assuming gravity flow is possible from the existing Roberts Pacer II units
to the new membranes (this assumption is discussed in greater detail in Section 2.10
Hydraulic Analysis).
For the purposes of this PDR, it is assumed that the treated water pumps will be
removed once the membrane system is operational. If a GAC process is added in the
future, new pumps may need to be installed in the location of the treated water
pumps depending on the exact hydraulic configuration of the system. However, the
size of any new pumps is expected to be significantly different than the existing
pumps meaning the existing pumps cannot be reused. It is possible that the
backwash and surface wash pumps and blowers could be reused for backwashing a
GAC filter system, so it is assumed that these pieces of equipment will be retained.
Another option related to GAC is to remove the Roberts Pacer II units and replace
them with pressurized GAC filters. This would require additional design to
determine the optimal configuration, piping layout, and tie-ins to the new system.
In general, the intent of the design discussed and presented in this PDR is to provide
flexibility for future addition of either pre- or post-membrane gravity or pressure
GAC to the treatment process. However, due to the complexities of Plant’s hydraulics
interactions with other systems, and unknown membrane configuration (i.e. pressure
versus submerged) additional study and evaluation will be necessary to make
recommendations on how best to integrate a GAC process.
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3.6 Building Mechanical
This section describes the general HVAC, plumbing, and fire protection design codes
and standards that will be used in the final design phase of the project. It also
includes a brief description of the existing HVAC, plumbing, fire protection systems
along with criteria for upgrades and additions.
3.6.1 Applicable Codes, Standards, and References
The following codes and design standards will be used for the design of the HVAC
and plumbing systems. Where conflicts occur between two or more documents
presented, the engineer of record will make the determination of which shall apply.
National Fire Protection Association (NFPA) Standard 90A- Installation of Air-
Conditioning and Ventilation Systems
NFPA Standard 13 - Standard for the Installation of Sprinkler Systems
NFPA Other standards as applicable
American Society of Heating, Refrigeration, and Air Conditioning Engineers
(ASHRAE) Standards 90.1 – 1999 for Energy Conservation
ASHRAE Standards 62.a – 1990 for Ventilation of Buildings
Sheet Metal and Air Conditioning Contractors National Association (SMACNA)
Standards
2007 California Electrical Code based on the 2005 National Electrical Code of the
NFPA
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
UL: Underwriters Laboratories, Inc.
ANSI Z358.1: Emergency Eyewash and Shower Equipment, 1998
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3.6.2 Existing Building Mechanical Systems
The existing facilities HVAC systems serve the three separate structures: the Control
Building, the Treatment Building, and the Pump Station Building. The existing
Laboratory within the Control Building is air conditioned by a packaged heat pump.
The remaining areas within the Control Building include the Mechanical Room, the
Electrical Room, the Chemical Control Room, the Chemical Feed Room, the Chlorine
Storage Room and Restrooms, which are ventilated but not air conditioned. The
existing Treatment Building as well as the Pump Station Building are ventilated, but
not air conditioned. These systems will not be modified, unless there is a decision to
place the new motor control center (MCC) within the existing building.
3.6.3 Proposed Building Mechanical Systems
The new Membrane Building will house the new membrane system equipment and
associated electrical and electronic equipment. The Membrane Building and the
Electrical Room will be ventilated only. This will require rating the electrical and
electronic components to withstand the higher ambient temperatures. Refer to the
HVAC Design Criteria section (Section 3.6.4) for the space temperature conditions for
this area.
The new CIP/Neutralization System Area and CIP/Neutralization Chemical Storage
Area, which are open on one side, will normally be passively ventilated though the
roof gravity vent. A second stage exhaust fan in the gravity ventilation unit will be
used during a purge cycle.
The new generator will be a skid-mounted unit to be located outdoors, thus no HVAC
requirements are necessary.
3.6.4 HVAC Design Criteria
Outdoor 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: 34.09° N
Longitude: 117° 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.
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(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 3-3.
Table 3-3
Ventilation Quantities
Type of Area
Temperature Outdoor Air
Ventilation
Minimum Criteria
Comments Summer Winter
Electrical Rooms 10 °F
above
max.
Ambient
55 °F 0.05 cfm/ft2 Maintain positive
pressurization.
Membrane Building 10 °F
above
max.
Ambient
55 °F 20 cfm/person Maintain positive
pressurization.
CIP/Neutralization System
Area, and Chemical
Storage Area 1
Amb. Amb. N/A Outdoors, 3-side
enclosure
Generator 2 Amb. Amb. N/A Manufacturer provided
enclosure
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 with a sound enclosure. Special ventilation and air
conditioning requirements are not anticipated, since this unit will be designed for an outdoor
application.
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 purge ventilation rate rather than the heat
load evaluation.
The CIP/Neutralization Chemical Storage Area will be a structure enclosed on three
sides.
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
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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 exhaust fans
with outdoor intake louvers for ventilation. As indicated above, since the area will
not be air conditioned, a higher temperature rating for the wiring and equipment will
be required.
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.
3.6.5 HVAC Equipment
Unless required for process, areas which are not continuously occupied will not be
heated or cooled. The new Membrane Building will be ventilated only, and fans will
be used for ventilation.
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.
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
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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.
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
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).
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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.
3.6.6 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
perimeter of structures with a maximum spacing of 150 feet.
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.
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.
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Emergency Shower and Eye Wash Stations
A minimum of three emergency shower/eye wash stations will be provided: the first
within the new Membrane Building, the second within the new CIP/Neutralization
System Area, and the third within the CIP/Neutralization Chemical Storage Area.
The final number and locations will be determined during final design.
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.
3.6.7 Fire Protection Design Criteria
Existing Building Fire Protection System
The entire facility except for the treatment area of the existing Treatment Building is
protected. The fire protection system comprises three zones as follows:
Bulk Chemical Storage Area: A deluge systems serves this area.
Control Building: A wet pipe system serves this area.
Chlorine Storage Room: A deluge systems serves this area.
Proposed Building Fire Protection System
All additions are required to be protected by a sprinkler system per the new codes
adopted by the City of San Bernardino.
Membrane Building: This area will be protected by a wet pipe system, ordinary
hazard, 0.18 gpm over the most remote area, 3000 sq.ft.
CIP/Neutralization System Area: Limited quantity of diluted chemicals will be used
intermittently in this area. The requirements for this area will be reviewed with the
Fire Marshall. If this area is determined to be ‘H’ occupancy, a dry pipe sprinkler
system will be provided.
CIP/Neutralization Chemical Storage Area: Limited quantity of chemicals will be
stored intermittently in this area. The requirements for this area will be reviewed
with the Fire Marshall. If this area is determined to be‘H’ occupancy, a dry pipe
sprinkler system will be provided.
The need for additional fire hydrants will also be reviewed with the Fire Marshall.
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3.7 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
existing electrical facilities at the plant followed by a description of design criteria for
the electrical upgrades that will be implemented to support the new membrane
system.
3.7.1 Applicable Codes, Standards, and References
The following codes and design standards will be used for the design of the electrical
systems. Where conflicts occur between two or more documents presented, the
engineer of record will make the determination of which shall apply.
Applicable state, county, city or local codes
California Title 24 – Energy Efficiency Standards for Residential and Non-
residential Buildings, 2005 edition
Illuminating Engineering Society of North America (IESNA) Lighting Handbook
InterNational Electrical Testing Association (NETA), Acceptance Testing
Specifications for Electrical Power Distribution Equipment and Systems
National Electrical Code (NEC) (ANSI C1) (NFPA 70), 2005 edition
National Electrical Safety Code (ANSI C2) (NBS H30)
National Fire Protection Agency (NFPA)
National Electrical Manufacturers Association (NEMA)
Institute of Electrical and Electronics Engineers (IEEE)
American National Standards Institute (ANSI)
South Coast Air Quality Management District, Rule 1470
Underwriters Laboratories (UL)
3.7.2 Existing Electrical System
The existing electrical system at Plant 134 consists mainly of a main switchboard and
main distribution board, two MCCs, a 60kw standby generator with 125A automatic
transfer switch, 480 volt and 120/240 volt panelboards, and dry type distribution
transformers.
Southern California Edison (SCE) presently has a 500kva outdoor transformer feeding
the plant. Utility metering is at the main switchboard. The main switchboard has a
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main circuit breaker rated at 1500A with a 2000A bus. The distribution board has
2000A bus with two 600A and one 100A circuit breakers. The two MCCs are main
lugs only, with 800A bus. The 60kw generator has a 125A automatic transfer switch
to feed standby power to the chlorine generator and scrubber (the scrubber has since
been removed), as well as other essential loads, via a 480 volt and a 120/240 volt
emergency panelboards fed by a 25kva single phase dry type transformer. There are
two other single phase dry type transformers, 37.5kva and 50kva feeding two other
120/240 volt panelboards, which provide 120 volt power to single phase loads, lights
and receptacles.
Table 3-4 includes a load list that summarizes the existing electrical system at Plant
134.
3.7.3 Proposed Electrical Upgrades
The new membrane equipment proposed for Plant 134 will add a net total connected
load of 640 to 750 kva, depending on which type of membrane equipment is selected.
This translates to 770 to 900 additional amps connected, or 470 to 670 additional amps
running. The expected total current is 1890 to 2020 amps connected, or 1520 to 1710
amps running. The lower values are based on the Norit pressure membrane system,
which is similar in size to the alternate submerged membrane systems, and the higher
values are based on the Memcor submerged membrane system.
Tables 3-5 and 3-6 includes estimated electrical load lists for the proposed Norit
pressure membrane system and Memcor submerged membrane system, respectively,
which represent the range of anticipated electrical loads.
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Table 3-4
Electrical Loads for Existing Plant
Load Location Voltage
Control
Type HP/ KVA Amps
Amps KVA
Standby
Generator
Running Standby Running Standby KW
Treated Water Pump 1 MCC-1 480 FVNR 25hp 34 34 28 0
Treated Water Pump 2 MCC-1 480 FVNR 25hp 34 34 28 0
Backwash Pump MCC-1 480 FVNR 75hp 96 96 80 0
Surface Wash Pump MCC-1 480 FVNR 25hp 34 34 28 0
Treated Water Pump 3 (Future) MCC-1 480 FVNR 25hp 34 34 0 28
Treated Water Pump 4 (Future) MCC-1 480 FVNR 25hp 34 34 0 28
Booster Pump 1 MCC-1 480 RVSS 75hp 96 96 80 0
Booster Pump 2 MCC-1 480 RVSS 75hp 96 96 80 0
Booster Pump 3 MCC-1 480 RVSS 75hp 96 96 80 0
SUB-TOTAL MCC-1 480 554 486 68 404 57
Booster Pump 4 MCC-2 480 RVSS 75hp 96 96 80 0
Booster Pump 5 MCC-2 480 RVSS 75hp 96 96 80 0
Blowers MCC-2 480 CB 2x50hp 130 65 65 54 54
Recycle Pumps MCC-2 480 CB 2x3hp 9.6 4.8 4.8 4 4
TLP1 MCC-2 480 CB 37.5kva 1ph 45 45 37 0
TPP1 MCC-2 480 CB 50kva 1ph 60 60 50 0
SUB-TOTAL MCC-2 480 437 367 70 305 58
Chlorine Scrubber Panel EP1 480 CB 10kva 12 12 10 0 8
Chlorine Generator EP1 480 CB 30kva 36 36 30 0 25
Chlorine Room Hoist EP1 480 CB 1.5hp 2.6 2.6 2 0 2
XFMR TEP1 EP1 480 CB 25kva 30 30 25 0 21
SUB-TOTAL EP1 480 81 81 0 67 0 57
MCC-1 DS-1 480 CB 554 486 68 404 57
MCC-2 DS-1 480 CB 436.6 366.8 69.8 305 58
EP1 DS-1 480 CB 80.6 80.6 0 67 0 57
TOTAL DS-1 480 1071 933 138 776 115 57
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Table 3-5
Electrical Loads for Proposed Norit Pressure Membrane System
Load Location Voltage
Control
Type HP/ KVA Amps
Amps KVA
Standby
Generator
Running Standby Running Standby KW
Backwash Pump BW-1 MCC-1 480 FVNR 75hp 96 96 80 0
Surface Wash Pump SW-1 MCC-1 480 FVNR 25hp 34 34 28 0
Booster Pump 1 MCC-1 480 RVSS 100hp 124 124 103 0 88
Booster Pump 2 MCC-1 480 RVSS 100hp 124 124 103 0 88
Booster Pump 3 MCC-1 480 RVSS 100hp 124 124 103 0 88
SUB-TOTAL MCC-1 480 502 502 0 417 0 263
Booster Pump 4 MCC-2 480 RVSS 100hp 124 124 103 0 88
Booster Pump 5 MCC-2 480 RVSS 100hp 124 124 103 0 88
Blowers MCC-2 480 CB 2x50hp 130 65 65 54 54 46
Recycle Pumps MCC-2 480 CB 2x15hp 42 21 21 17 17 15
TLP1 MCC-2 480 CB 37.5kva 1ph 45 45 37 0 32
TPP1 MCC-2 480 CB 50kva 1ph 60 60 50 0 42
SUB-TOTAL MCC-2 480 525 439 86 365 71 310
Neutralization Transfer Pump 1 MCC-3 480 FVNR 5hp 7.6 7.6 6 0 5
Neutralization Transfer Pump 2 MCC-3 480 FVNR 5hp 7.6 7.6 0 6 0
Backwash Pump 1 MCC-3 480 VFD 75hp 96 96 80 0 68
Backwash Pump 2 MCC-3 480 VFD 75hp 96 96 0 80
CIP 1 MCC-3 480 FVNR 25hp 34 34 28 0 24
CIP 2 MCC-3 480 FVNR 25hp 34 34 0 28 0
Air Compressor 1 MCC-3 480 FVNR 5hp 7.6 7.6 6 0 5
Air Compressor 2 MCC-3 480 FVNR 5hp 7.6 7.6 0 6 0
UF Feed Pump 1 MCC-3 480 VFD 125hp 156 156 130 0 110
UF Feed Pump 2 MCC-3 480 VFD 125hp 156 156 130 0 110
UF Feed Pump 3 MCC-3 480 VFD 125hp 156 156 0 130 0
Immersion Heater MCC-3 480 CB 9kw 11 11 9 0 8
SUB-TOTAL MCC-3 480 769 468 301 389 250 331
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Table 3-5 (continued)
Electrical Loads for Proposed Norit Pressure Membrane System
Load Location Voltage
Control
Type HP/ KVA Amps
Amps KVA
Standby
Generator
Running Standby Running Standby KW
Chlorine Scrubber Panel EP1 480 CB 10kva 12 12 10 0 8
Chlorine Generator 1 EP1 480 CB 30kva 36 36 30 0 25
Chlorine Generator 2 EP1 480 CB 30kva 36 36 30 0 25
Chlorine Room Hoist EP1 480 CB 1.5hp 2.6 2.6 2 0 2
XFMR TEP1 EP1 480 CB 25kva 30 30 25 0 21
SUB-TOTAL EP1 480 117 117 0 97 0 82
MCC-1 DS-1 480 CB 502 502 0 417 0 263
MCC-2 DS-1 480 CB 525 439 86 365 71 310
MCC-3 DS-1 480 CB 769.4 468.2 301.2 389 250 331
EP1 DS-1 480 CB 116.6 116.6 0 97 0 82
TOTAL DS-1 480 1913 1526 387 1268 322 986
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Table 3-6
Electrical Loads for Proposed Memcor Submerged Membrane System
Load Location Voltage
Control
Type HP/ KVA Amps
Amps KVA
Standby
Generator
Running Standby Running Standby KW
Backwash Pump BW-1 MCC-1 480 FVNR 75hp 96 96 80 0
Surface Wash Pump SW-1 MCC-1 480 FVNR 25hp 34 34 28 0
Booster Pump 1 MCC-1 480 RVSS 100hp 124 124 103 0 88
Booster Pump 2 MCC-1 480 RVSS 100hp 124 124 103 0 88
Booster Pump 3 MCC-1 480 RVSS 100hp 124 124 103 0 88
SUB-TOTAL MCC-1 480 502 502 0 417 0 263
Booster Pump 4 MCC-2 480 RVSS 100hp 124 124 103 0 88
Booster Pump 5 MCC-2 480 RVSS 100hp 124 124 103 0 88
Blowers MCC-2 480 CB 2x50hp 130 65 65 54 54 46
Recycle Pumps MCC-2 480 CB 2x15hp 42 15 15 12 12 11
TLP1 MCC-2 480 CB 37.5kva 1ph 45 45 37 0 32
TPP1 MCC-2 480 CB 50kva 1ph 60 60 50 0 42
SUB-TOTAL MCC-2 480 525 433 80 360 67 306
Neutralization Transfer Pump MCC-3 480 FVNR 3hp 4.8 4.8 4 0 3
Blower 1 MCC-3 480 RVSS 75hp 96 96 80 0 68
Blower 2 MCC-3 480 RVSS 75hp 96 96 0 80 0
CIP 1 MCC-3 480 FVNR 25hp 34 34 28 0 24
Air Compressor 1 MCC-3 480 FVNR 40hp 52 52 43 0 37
Air Compressor 2 MCC-3 480 FVNR 40hp 52 52 0 43 0
Permeate Pump 1 MCC-3 480 VFD 75hp 96 96 80 0 68
Permeate Pump 2 MCC-3 480 VFD 75hp 96 96 80 0 68
Permeate Pump 3 MCC-3 480 VFD 75hp 96 96 80 0 68
Permeate Pump 4 MCC-3 480 VFD 75hp 96 96 80 0 68
Permeate Pump 5 MCC-3 480 VFD 75hp 96 96 0 80 0
Immersion Heater MCC-3 480 CB 72kw 87 87 72 0 61
SUB-TOTAL MCC-3 480 902 658 244 547 203 465
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Table 3-6 (continued)
Electrical Loads for Proposed Memcor Submerged Membrane System
Load Location Voltage
Control
Type HP/ KVA Amps
Amps KVA
Standby
Generator
Running Standby Running Standby KW
Chlorine Scrubber Panel EP1 480 CB 10kva 12 12 10 0 8
Chlorine Generator 1 EP1 480 CB 30kva 36 36 30 0 25
Chlorine Generator 2 EP1 480 CB 30kva 36 36 30 0 25
Chlorine Room Hoist EP1 480 CB 1.5hp 2.6 2.6 2 0 2
XFMR TEP1 EP1 480 CB 25kva 30 30 25 0 21
SUB-TOTAL EP1 480 117 117 0 97 0 82
MCC-1 DS-1 480 CB 502 502 0 417 0 263
MCC-2 DS-1 480 CB 525 433 80 360 67 306
MCC-3 DS-1 480 CB 901.8 657.8 244 547 203 465
EP1 DS-1 480 CB 116.6 116.6 0 97 0 82
TOTAL DS-1 480 2045 1709 324 1421 269 1116
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It should be reiterated that the electrical loads discussed in this PDR are based on
preliminary estimates from the membrane manufacturers. Revised electrical loads
will be determined in final design after all equipment selections have been refined to
account for final design conditions (i.e. pump sizes adjusted to account for final plant
hydraulics, membrane operating pressures, etc.).
In order to accommodate the proposed upgrade, a new motor control center (MCC-3)
will be provided to feed the additional membrane equipment. Figure E-4 in
Appendix A shows the preliminary one line diagram and front elevation layout of
MCC-3. The first choice for the location of MCC-3 is at the new facility, where it will
be near the new loads. The store room beside the electrical room, which will be used
to house the automatic transfer switch, can also serve as an alternate location for
MCC-3 (see Figure E-5 in Appendix A).
The main switchboard main circuit breaker will be upgraded to 2000A. SCE will be
provided with a revised single line diagram and load calculations, showing the
additional power requirement, and the resulting need to upgrade the existing 500kva
transformer. The main switchboard will be upgraded with an additional 1000A
feeder circuit breaker, to feed MCC-3, and a new transient voltage surge suppression.
The two existing MCCs will be upgraded also. The rating of the five booster pump
soft starters will be increased to 100hp, the recycle pump starters will be increased to
15hp, and the treated water pump starters will be eliminated. The proposed
modifications to the existing electrical systems are shown in Figures E-2 and E-3 in
Appendix A.
A new 1200kw standby diesel generator will provide backup power to the entire
plant, via a new 2000A automatic transfer switch, when normal utility power is
interrupted. The new generator will be located to the north of the existing electrical
room near the toe of the slope in an outdoor sound attenuated enclosure (see Figure
C-1 in Appendix A). It is anticipated that the enclosure will measure approximately
26 ft x 8.5 ft x 10 ft high and will require 10 ft clearance on the sides and front. If
necessary, a small retaining wall will be constructed in the slope to keep the generator
clear of plant access routes and parking.
3.7.4 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 percent for feeder
conductors and 3 percent for branch circuit conductors at full-connected load. Total
maximum voltage drop allowed will be 5 percent.
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Motor Control Centers
NEMA 1A gasketed, 480 volt, 3-phase MCCs will be provided for indoor installations.
Outdoor installation will include a NEMA 3R enclosure. MCCs 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 VFDs
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 single phase 240 x 480 volt primary,
with four 2-½ percent full capacity taps below normal, 120/240 volt secondary, 150 °C
rise, 250 °C insulation, indoor ventilated enclosure, similar to the existing units.
Panel Boards
The panel boards will be rated for 120/240 volt, 1 phase, three wire, and 10,000 amp
circuit breaker interrupting capacity, with solid-grounded neutral and copper buses.
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 new motor
control. The design will address fluctuation in the quality of incoming power
available. TVSS units will be located within the MCCs and switchboard and close-
coupled to panelboards. 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 new facilities. The interior
lighting system will be designed in accordance with California Title 24 requirements.
Exterior lighting will be located above each exterior door. 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 3-7 summarizes illumination levels to be used on the project.
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Table 3-7
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, consistent with the existing
installation.
Exterior lighting will utilize bronze-colored, shoe-box type fixtures with 90-watt, low-
pressure-sodium lamps to match the existing exterior. The control of the exterior and
interior lights will be integrated with the existing exterior and interior lighting control
system, as currently allowed by the latest edition of Title 24.
Emergency lighting will be provided to illuminate the paths of egress in the new
facilities. 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 facilities and tied to the
existing grounding system, 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 °C, wet location,
moisture resistant, flame-retardant, thermosetting insulation, Type XHHW-2. Control
wiring shall be copper, Type THWN stranded. New conductors sizing shall be based
on 40 °C ambient.
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.
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Electrical enclosures located outdoors will be rated NEMA 3R. Stainless Steel type
316 enclosure 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 spacing as shown in Table 3-8.
Table 3-8
Receptacle Spacing
Functional Area Receptacles Spacing
New Facilities Interior Every 25 feet
New Facilities Exterior Maximum spacing of 50 feet.
Standby Generator
The standby generator will run on diesel fuel to provide electrical power to the plant
essential loads during a power outage. It will come with a self contained, double
walled fuel tank, mounted on the base of the unit. The unit will be EPA Tier II
compliant and carry a South Coast Air Quality Management District (SCAQMD)
permit. The enclosure will be sound attenuated outdoor type.
The unit 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 1200kw 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 existing backwash and surface wash pumps for the
existing Roberts units, one of the new blowers for the new membrane filtration system
(if applicable), one of the new air compressors for the new membrane filtration
system, and one of the new membrane feed pumps. 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 re-transfer to normal
utility power.
Automatic Transfer Switch (ATS)
The automatic transfer switch (ATS) shall be 480 volt, 3 pole, closed transition, indoor
free standing enclosure, front accessible cable lugs, microprocessor controlled, and
42kaic, with TDEN, TDNE, TDEC, TDES time delay, and plant exerciser.
Variable Frequency Drives (VFDs)
The variable frequency drives (VFDs) shall consist of insulated gate bipolar transistor
(IGBT) modules with pulse width modulation (PWM) output. Line reactors will be
provided in each MCC compartment with VFD, to minimize harmonics. The motors
controlled by VFDs will be rated inverter duty, per NEMA MG-1 Parts 30 and 31.
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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 on the utility bill.
The soft starters will have adjustable ramp up and ramp down parameters, as well as
bypass contactors for running economy.
3.8 Instrumentation and Controls (I&C)
This section describes the general 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 existing I&C
systems at the plant followed by a description of design criteria for the I&C upgrades
that will be required to support the new membrane system and ancillary facilities.
3.8.1 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
3.8.2 Existing Instrumentation and Control Systems
The existing control system is a supervisory control and data acquisition (SCADA)
system consisting of a ClearSCADA HMI computer and a Kingfisher remote
telemetry unit (RTU) (CP-11) that is linked to a Kingfisher RTU (CP-11) located at the
District Yard via radio modems.
Additionally, there are several control panels that control and monitor the chemical
system, the contact clarifier system, and miscellaneous ancillary equipments. The
control panels do not communicate with one another. Signals from different systems
are hardwired to the Kingfisher RTU input modules in order for them to be seen at
the ClearSCADA HMI computer.
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ClearSCADA HMI Computer
The ClearSCADA HMI computer is located in the control room and is running a
ClearSCADA application. This computer also acts as a server for the client
ClearSCADA computers. The HMI computer allows the operator(s) to control and
monitor Plant 134 as well as other plants operated by East Valley Water District. It
also allows the operator to view historical data trends and alarm history. Data are
logged to using ClearSCADA proprietary format. The HMI computer only
communicates with the Kingfisher RTU. The communication protocol used is serial
Modbus.
Kingfisher RTU
The Kingfisher RTU is installed inside the Tesco control panel located in the control
room. The RTU was an addition made by ATSI. The RTU is mounted to a 12-Slot
backplane with various I/O modules and a MC-11 communication module. The RTU
is used to control the booster pumps, sample pumps, and handle shutdown alarm
notifications. It is also used to monitor various instruments from different systems by
wiring the signals to its input modules. The RTU does not communicate with other
PLCs at the plant.
The Kingfisher RTU is also used to communicate with another Kingfisher RTU at the
District Yard via radio modems. A Teledesign TSI9600 modem is located at each site.
The RTUs communicate with each other using Kingfisher protocol. This
communication allows the operator(s) to monitor and control Plant 134 and other
plants at both locations.
Alarm Callouts
As mentioned above, the Kingfisher RTU is used for alarm notifications. When alarm
conditions occur, operators are notified via numeric pager. The callout algorithms
and telephone numbers are programmed and stored in the Kingfisher RTU.
Roberts Control Panel
The Roberts control panel is located next to the contact clarifiers. The panel contains
two Siemens Simatic TI305 PLCs and various I/O modules, a Nematron IWS-120
operator interface, four Partlow MIC 8200 controllers, and various lights and
switches. The control panel is used to control and monitor various instruments and
equipments related to the contact clarifiers.
Miscellaneous Equipments
In addition to the control panels mentioned above, there are several control panels at
Plant 134 that are used to control and monitor the chemical system and miscellaneous
ancillary equipments. The panels are standalone systems and do not or have limited
communication with the HMI computer or Kingfisher RTU.
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Sodium Hypochlorite Generation System
The on-site sodium hypochlorite generation system is a packaged system furnished
by Clor-Tec. It is furnished complete with required controls, operator interface, and
instruments.
Chlorine Feed Pumps
The chlorine feed pumps consist of two variable speed pumps, a Honeywell chart
recorder, and a Horner operator control station (OCS 210). The Horner OCS 210 is an
all-in-one device that contains the PLC, Input/Output, Operator Interface, and
communication ports required for a complete control system.
Seismic Valve
The seismic control panel is used to control the seismic valve that is located 30 feet
underground. The panel contains a GE Fanuc Micro PLC. The valve control is a
standalone system cannot be monitored or controlled from the HMI computer.
Standby Generator
The standby generator is controlled by the ATS control panel. The ATS control panel
will turn on the generator whenever utility power to the plant is lost. The current
generator will be replaced with a larger generator in order to handle the plant’s
expansion.
3.8.3 Proposed Instrumentation and Control System Upgrades
Most of the existing controls at Plant 134 will remain unchanged. To accommodate
the proposed expansion, the only components that need to be modified are the
Kingfisher RTU programs and the ClearSCADA applications at Plant 134 and the
District Yard. Most of the changes to the Kingfisher RTU programs will be mapping
out registers so data can be easily exchanged between the Membrane Control System
(MCS) and the existing Kingfisher RTUs via Ethernet communication. Similar to the
Kingfisher RTU programs, most of the changes to the ClearSCADA applications will
be adding screens and tags related to the MCS. These changes are required to be
made in order for the operator(s) to monitor and control the MCS from the existing
ClearSCADA computers at Plant 134 and the District Yard.
Membrane Control System (MCS)
The membrane control system will be provided by the membrane supplier as part of a
complete packaged system. Because of the complexity of the system, configurations
and programming of the MCS will be provided by the supplier. The system will
include all necessary instrumentations, Kingfisher RTU, ClearSCADA local OIT, and
all necessary hardware and software required for a complete system. The MCS will
tie into the existing control system via an Ethernet local area network (LAN). Refer to
Figure I-3 for details of the existing SCADA network and the proposed tie-in. All
signals related to the membrane system will be wired to the membrane’s PLC I/O
modules.
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Kingfisher RTU at Plant 134
The existing Kingfisher RTU’s program will be modified to allow the operator(s) to
monitor and control the new booster pumps, low lift pumps (if necessary), and wash
water recycle pumps. The signals related to these pumps will be wired to the RTU’s
I/O modules. Also, the ATS breaker position and various signals related to the stand-
by generator will be wired to the RTU I/O modules. The Kingfisher program will be
modified to monitor the breaker position of the ATS and upon transfers to stand-by
power, the RTU will sequence the startups of large motors to prevent the system from
overloading the standby generator. These sequential startups will also affect the large
equipments controlled by the MCS. Therefore, the sequence startups will be
messaged to the MCS.
Also, the RTU will be programmed to exchange information between the MCS and
then pass the information to the Kingfisher RTU located at the District Yard. This will
allow the ClearSCADA computers at both locations to monitor and control the
membrane system.
The alarm callout routines will be modified to include critical alarms generated by the
MCS. These alarms will also be shown at the MCS HMI, Plant 134 ClearSCADA
computer and at the District Yard ClearSCADA computer.
ClearSCADA Applications at Plant 134 and at the District Yard
The ClearSCADA applications at both sites will be modified to include screens of the
membrane system. The screens shall include process screens, control and alarm
setpoint screens, trending screens, alarm screen, and miscellaneous pop-ups. These
screens will be exported from the MCS HMI and imported into the existing
ClearSCADA applications. These screens will enable the operator(s) to monitor and
control the membrane system. A screen of the stand-by power system will also be
added to the ClearSCADA applications to show the status of the ATS breaker and
various statuses of the stand-by generator.
Tags will be added to both ClearSCADA applications. Tags for the ClearSCADA
application at Plant 134 will be configured to look at registers in the Kingfisher RTU
located at Plant 134 and tags for the ClearSCADA application at the District Yard will
be configured to look at registers in the Kingfisher RTU located at the District Yard.
3.8.4 Design Criteria
Modifications to the existing control system will be made so that operator(s) can
monitor and control the membrane system and other equipments and instruments
from the existing ClearSCADA computer at Plant 134 and the District Yard.
Membrane Control System (MCS)
The MCS will be supplied as part of a complete packaged system provided by the
membrane supplier. The MCS will include a Kingfisher RTU with all required I/O
modules, a ClearSCADA local OIT, all required hardware and software, and all
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instrumentations necessary for a complete control system. All instruments and
equipments related to the membrane system will be wired to the MCS PLC I/O
modules. The local OIT will be a ClearSCADA touch screen computer and will be
mounted on the MCS control panel door. This will allow the screens to be exported
and imported into the existing ClearSCADA applications. The MCS will be
configured and programmed by the membrane supplier. Additionally, the membrane
supplier will work with the District’s system integrator to map out PLC registers so
information can be easily exchanged between the MCS and the existing control
system.
Uninterruptible power supply (UPS) will be installed to provide power to the PLC,
HMI, and critical instruments in the event of temporary power failures for an initial
period of time. The plant’s emergency generator will supply backup power on major
power outages.
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.
Communication
Communications between the existing control system and the MCS will be an
Ethernet LAN. Communications will be between the MCS PLC and the existing
Kingfisher RTU at Plant 134. The ClearSCADA HMI computers at Plant 134 and at
the District Yard will communicate with the Kingfisher RTU to acquire information
for the HMI screens.
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Section 4
Parameters Requiring Additional
Evaluation
This section discusses parameters requiring additional evaluations, including choice
of coagulant, consideration of pre-GAC or post-GAC contactors, and membrane
chemical cleaning waste handling and disposal options. At the start of this project, it
was suggested that an evaluation be conducted to determine if mechanical screens
should be added to the Northfork Canal where water is diverted from the Santa Ana
River. However, the District has screens in place within the canal and this evaluation
is not required.
4.1 Choice of Coagulant
The 2007 Membrane Pilot Study evaluated an aluminum based coagulant, ACH, and
a ferric based coagulant, ferric chloride. The District currently utilizes aluminum
sulfate or alum, but ACH was anticipated to be a more effective coagulant than alum
for DBP precursor removal. However, the results were inconsistent with ACH
relative to the removal of DBP precursors, so ferric chloride was recommended for the
design upgrades.
Ferric chloride (FeCl3) is more corrosive than alum and the District has expressed
concern relative to its impacts on existing facilities. The District asked CDM to
evaluate ferric sulfate (Fe2(SO4)3) as an alternative to ferric chloride.
On a stoichiometric basis, a 20 mg/L ferric chloride dose (design dose used herein) is
equivalent to 25 mg/L ferric sulfate. However, it is not clear if this amount of ferric
sulfate will result in an equivalent amount of DBP precursor removal. Typically, the
removal of natural organic matter (NOM), which includes DBP precursors, is
improved as the pH is lowered, and ferric chloride lowers the coagulation pH more
than ferric sulfate. Accordingly, the ability of ferric sulfate to remove DBP precursors
may be less than that of ferric chloride except at higher dosages than predicted
stoichiometrically. To date, no testing has been conducted to compare the
effectiveness of ferric sulfate to ferric chloride relative to the removal of DBP
precursors. CDM recommends that limited bench scale testing be conducted to
compare the effectiveness of these coagulants relative to DBP precursor removal.
Similar to the pilot study, a jar tester with a vacuum filter apparatus with 0.1 micron
PVDF filters would be used. Once an equivalent dose relative to DBP precursor
removal is established, the cost of utilizing ferric sulfate versus ferric chloride can be
considered.
Regardless of whether ferric sulfate is ultimately used or not, the Plant 134 upgrades
should allow the alternative of utilizing ferric chloride. The ferric coagulant feed and
storage system will be new and will incorporate materials appropriate for contact
with either ferric sulfate or ferric chloride. The coagulant application point will be in
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a new section of piping and with new equipment that will also be selected based on
the appropriateness for contact with either coagulant. The new submerged
membrane tanks or pressure membrane vessels will be properly coated to protect
from the corrosive impacts of either coagulant. The only existing facilities that would
come in contact with residuals resulting from the use of ferric chloride are the
washwater recovery lagoons. These are concrete lined lagoons with metallic, cast iron
inlet sluice gates and aluminum outlet weir gates. There could be some impact to
metal components within the lagoons although the corrosive impact will be
significantly less than that of unreacted ferric chloride.
Typically, sacrificial anodes are added to cast iron sluice gates at facilities with
corrosive water or where ferric chloride is used. If sacrificial anodes are not currently
installed, they will be included in the final design. The District can also consider a
non-metallic gate to replace the existing gates when said equipment reaches the end
of its useful life.
It is unlikely the concrete lagoons would be adversely impacted. Nonetheless, the
District could have the lagoons coated to help protect the concrete if degradation
becomes a concern.
4.2 Consideration of Pre-GAC or Post-GAC Contactors
GAC has a variety of applications in water treatment including the removal of NOM,
typically measured as TOC and including DBP precursors. GAC along with
enhanced coagulation were identified as a “best available technology” or BAT in the
Stage 1 D/DBP Rule relative to removing DBP precursors and reducing the level of
TTHM and HAA5 in the finished water. The BAT for GAC was established assuming
an empty bed contact time (EBCT) of 10 minutes with a reactivation frequency of no
more than six months (180 days).
Adsorption is the principle behind a GAC application. Adsorption is a natural
process by which molecules of a dissolved compound collect on and adhere to the
surface of an adsorbent solid. Activated carbon is used as an adsorbent because of its
large surface area resulting from the unique internal pore structure of activated
carbon. The quantity of compound that can be adsorbed is determined by the balance
between the forces that keep the compound in solution and those that attract it to the
carbon. These include: adsorptivity of carbon used, competition from other
adsorbable compounds, and temperature.
Several studies have been conducted to evaluate the use of GAC following filtration,
or post-GAC, to reduce TOC levels and limit DBP formation potential. In southern
California, it is anticipated an EBCT of 10 to 20 minutes and a reactivation of 120 days
would be needed to reduce DBP formation potentials to 80 percent of the MCL. This
assumes some benefits associated with biological activity on the GAC to further
extend the useful bed life. CDM considered this alternative in the January 2006 Plant
134 Upgrade and Expansion Report, but discounted it due to cost. However, there
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may be some benefits in using this in combination with membrane filtration to allow a
reduction in the enhanced coagulant dose. In addition, if the GAC were to precede
the membranes, there may be some benefits in increasing the usable life of the
membrane by reducing potential organic foulants.
Very little work has been performed evaluating GAC ahead of filtration, or pre-GAC.
Powdered activated carbon (PAC) has traditionally been used as a pretreatment
process with the objective of reducing taste and odor compounds. PAC is less
effective than GAC in the removal of TOC.
The use of either pre-GAC or post-GAC would improve the removal of DBP
precursors, but it is not clear to what degree. In addition, it is not clear what would
represent the optimal combination of GAC and enhanced coagulation relative to costs.
There is some concern that untreated water would include more TOC and other
adsorbable compounds that would compete for adsorption sites on the GAC than
pretreated and filtered water. However, it is not known how significant that impact
would be and if membrane benefits would outweigh pre-GAC limitations.
Unfortunately, these impacts tend to be source water specific and it would not be
clear which approach would be preferred without conducting pilot testing. Although
bench-scale testing would provide some useful information, pilot testing would be
preferred as it could be conducted over a longer period (6 months) to evaluate the
benefits from biological activity on the GAC.
The Plant 134 upgrade and expansion preliminary design accommodates the future
addition of either pre- or post-GAC. A pressure vessel could be used with post-GAC
but may not be practical from a hydraulics standpoint for pre-GAC if submerged
membranes are used. In this case, it may be possible to convert the existing contact
clarifiers and filters to GAC contactors, at a reduced capital cost. The impact on plant
hydraulics for all of these alternatives is discussed in Section 2.10.
CDM recommends that limited bench-scale testing be conducted at this time to
evaluate the effectiveness of pre- and post-GAC for the removal of DBP precursors. A
proposed protocol for bench-scale testing will be provided to the District as a separate
document. If the bench scale testing provides promising results, the District may
want to consider the option of adding a GAC treatment step in the final design or
conducting pilot testing to further quantify and verify the benefits.
Another potential option for reducing TOC including DBP precursors is magnetized
ion exchange process such as that manufactured by Orica Watercare (MIEX). This
process would be ahead of filtration and was previously considered for Plant 134 as
an alternative to enhanced coagulation with membrane filters. At the time, the
process did not appear cost competitive and would require the removal of one
washwater lagoon. However, once the new membrane system is operational,
consideration could be given to removing the contactor clarifier systems that will no
longer be operational, and replacing them with a magnetized ion exchange process.
Section 4
Parameters Requiring Additional Evaluation
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A gravity flow or pressurized system could be used, similar to GAC. This should be
evaluated in comparison to GAC.
4.3 Chemical Cleaning Waste Handling/Disposal
This section describes the chemicals used for membrane cleaning, estimates the total
dissolved solids (TDS) concentrations and volumes of chemical waste generated, and
offers options for chemical waste handling and disposal.
4.3.1 Chemicals used for Membrane Cleaning
The expanded Plant 134 will generate chemical wastes from chemical cleaning of the
membranes. The chemicals used for the membrane clean-in-place (CIP) vary
depending on the membrane system selected, as shown in Table 4-1.
Table 4-1
Membrane Cleaning Chemicals
Chemical
Submerged MF Low Pressure MF Low Pressure UF
Dose (mg/L) Dose (mg/L) Dose (mg/L)
Sodium
Hypochlorite 500 to 1,000 1,000 200
Acid 10,000 Citric Acid or
10,000 Hydrochloric Acid
20,000 Citric Acid or
10,000 Hydrochloric Acid 500 Sulfuric Acid
Sodium Bisulfite 700 to 1,500 1,500 300
Caustic Soda 500 to 11,000 10,000 to 11,000 500
Note: Low-pressure MF system by Pall may use sodium hydroxide for membrane CIP.
CIP procedures are typically performed once every month. The CIP procedure
involves soaking the membranes in concentrated solutions of sodium hypochlorite
and an acid solution (citric acid, hydrochloric acid, or sulfuric acid) for several hours,
each. After the CIP, the used cleaning solution is transferred back to a neutralization
tank where it is neutralized prior to disposal. The used sodium hypochlorite solution
is neutralized by adding sodium bisulfite, and the used acid solution is neutralized by
adding caustic soda. In less common cases, when caustic soda is used for cleaning,
the used caustic soda solution is neutralized by adding an acid solution. A CIP may
commence with either chemical where each membrane rack or train is cleaned, and
then followed by the same procedure with the other chemical.
4.3.2 Chemical Waste Characterization
The estimated chemical waste volume is approximately 30,000 gal per CIP. Assuming
a membrane CIP is performed once every month, the estimated chemical waste
volume is approximately 360,000 gal/year.
The chemical waste will be similar to raw water in quality but with a higher
concentration of TDS. TDS concentration in the chemical waste stream will be 2,000
mg/L to 29,000 mg/L depending on which chemical is used.
Section 4
Parameters Requiring Additional Evaluation
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4.3.3 Chemical Waste Disposal Options
The District has two options for chemical waste disposal:
Discharge to the nearest sewer line; or,
Haul off-site and discharge to the Santa Ana Regional Interceptor (SARI) line.
The pros and cons of each disposal option are listed in Table 4-2.
Table 4-2
Membrane Cleaning Chemical Waste Disposal Options
Discharge to Sewer Discharge to SARI
Pros - Close proximity. Trucking of chemical
waste not required.
- Automation of discharge process. Little
operator handling of chemical waste.
- SARI line is designed for wastes with
high TDS.
Cons - Need to confirm discharge is acceptable
to the sewer agency.
- Potential storage of chemical waste to
control rate of discharge to sewer.
- Additional handling of chemical waste
required (trucking).
- Energy cost associated with trucking of
chemical waste.
- Potential storage of chemical waste to
minimize number of truck deliveries to
SARI line.
- TSS fees for SARI discharge may be
high.
- Biological oxygen demand (BOD) from
citric acid may not be permitted.
4.3.3.1 Discharge to Sewer
The closest location for connection to existing City of San Bernardino’s sewer line is
located on Highland Avenue and Summertrail Place. To make the connection to this
sewer, a gravity or sanitary sewer force main would be installed along the Plant 134
access road (see Figure C-3 in Appendix A).
The discharge to the sewer is clearly the preferred option, as it requires the least
amount of chemical waste handling by operators, and lower energy cost. However,
permission to discharge would need to be obtained and the rate at which the waste
volume is discharged may be limited, requiring additional storage.
4.3.3.2 Discharge to SARI
The closest location for discharge to SARI is at the City of San Bernardino’s Rapid
Infiltration and Extraction (RIX) facility located 7 miles from Plant 134. It should be
noted that Santa Ana Wastershed Project Authority (SAWPA) is currently considering
biological oxygen demand (BOD) restrictions at this discharge location, which could
prevent the disposal of citric acid waste. If these restrictions are put in place, it could
require trucking of the waste to the Inland Empire Utilities Agency (IEUA) site in
Ontario.
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Section 5
Construction Planning
This section presents the updated schedule, construction sequencing, and opinion of
probable cost for the proposed upgrades and expansion of Plant 134.
5.1 Updated Schedule
An updated schedule for upgrading and expanding Plant 134 is presented in Figure 5-
1. The next recommended step in the process is pre-selection of a membrane
manufacturer and configuration using the preselection specifications being developed
as part of this PDR. This approach is recommended to avoid the need to prepare
significantly different final design packages for alternative membrane systems.
The final design phase would follow membrane preselection. Final design will
expand on the design concepts presented in this PDR, including development of
detailed civil, structural, architectural, mechanical, electrical, and instrumentation and
control drawings and specifications. Following detailed design, the upgrades would
be constructed using either traditional design-bid-build or alternate project delivery.
CDM also recommends that the District staff visit full-scale membrane facilities to
develop a better understanding of the operation and maintenance (O&M) aspects of
these systems and to learn more about the support services record and reputation of
the membrane manufacturer. CDM has provided the District a list of facilities. CDM
strongly recommends the District staff visit at least one facility for each membrane
manufacturer.
The schedule projects that the new facilities will be operational by March 2011. This
will readily allow the District to improve treatment to enable compliance with the
Stage 2 DBP Rule before it becomes effective in April 2012 and to have an additional
4.0 mgd of reliable plant capacity available to meet demands.
ID Task Name Duration Start Finish
1 Plant 134 Upgrade & Expansion 42.1 mons Mon 12/3/07 Tue 2/22/11
2 Preliminary Engineering 15.35 mons Mon 12/3/07 Tue 2/3/09
3 Preliminary Design Report 10.4 mons Mon 12/3/07 Wed 9/17/08
4 District Review of Preliminary Design Report 1.6 mons Tue 5/27/08 Wed 7/9/08
5 Regulatory Review 1 mon Tue 7/8/08 Mon 8/4/08
6 Membrane Preselection Documents 6.6 mons Tue 4/8/08 Wed 10/8/08
7 District Review of Membrane Preselection Documents 2.4 mons Tue 7/1/08 Thu 9/4/08
8 Membrane Package Bidding & Selection 4 mons Wed 10/15/08 Tue 2/3/09
9 Final Design Engineering Services 10.75 mons Wed 2/4/09 Tue 12/1/09
10 Membrane Shop Submittal 2 mons Wed 2/4/09 Tue 3/31/09
11 Prepare Final Design Documents 7 mons Mon 3/23/09 Fri 10/2/09
12 District Review of Final Design Documents 0.8 mons Mon 7/20/09 Mon 8/10/09
13 Regulatory Review 2 mons Mon 8/10/09 Fri 10/2/09
14 Bidding 2 mons Wed 10/7/09 Tue 12/1/09
15 Construction and Engineering Services during Construction 16 mons Wed 12/2/09 Tue 2/22/11
16 Construction 16 mons Wed 12/2/09 Tue 2/22/11
17 Commissioning and Facility Start-Up 2 mons Wed 12/29/10 Tue 2/22/11
18 Construction Engineering Services 16 mons Wed 12/2/09 Tue 2/22/11
N D J F M A M J J A S O N D J F M A M J J A S O N D J F M A M J J A S O N D J F M
Half 1, 2008 Half 2, 2008 Half 1, 2009 Half 2, 2009 Half 1, 2010 Half 2, 2010 Half 1, 2011
Task
Split
Progress
Milestone
Summary
Project Summary
External Tasks
External Milestone
Deadline
FIGURE 5-1
PLANT 134 UPGRADES AND EXPANSION SCHEDULE
Project: EVWD P134 Upgrade and Exp
Date: Mon 9/15/08
Section 5
Construction Planning
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5.2 Construction Sequencing
Plant 134 is an important component of District’s overall water supply system.
Therefore, it will be necessary to minimize disruption to the Plant’s operations during
the construction of the new facilities. However, there will be tie-ins and other
modifications to existing systems that will require modifications to the operation of
individual systems or complete shutdown of the plant.
Table 5-1 presents a list of major construction activities that are anticipated on the
project. The first column describes the activity, the second column notes if the plant
operation will be affected, and the third column provides further explanation as to the
extent of the shutdown and any associated assumptions.
This table is meant only as a preliminary planning tool and is not all inclusive.
During final design, it will be necessary to further define construction activities and
the associated modifications to the plant operations and shutdowns. The extent of
allowable plant shutdowns during construction will need to be clearly communicated
and coordinated with the construction contractor, who will then be responsible for
developing detailed construction schedules and sequencing to ensure that upgrades
and expansion to Plant 134 do not negatively affect the operation of District’s overall
water supply and distribution system.
Section 5
Construction Planning
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Table 5-1
Construction Activities and Changes to Plant Operations
Item Construction Activity
Plant
Operations
Affected? Notes/Assumptions
1 Clear and grub landscaping west of existing facility No
2 Demo and remove pavement west of existing facility No Access to plant and reservoir may be temporarily affected
3 Demo and remove concrete swale, catch basin, and
storm drain west of existing facility
No Drainage at site will be impaired after removal of storm drain. Sump pumps
and erosion control may be required during runoff events
4 Demo and remove 20"-DR-DIP drain line from
reservoir to demolished catch basin
No Reservoir drain will be temporarily unavailable
5 Demo and remove 8"-DR drain line from northwest
corner of existing building to demolished catch basin
No Drain line from filter and pump rooms will be temporarily unavailable, including
blowoff from the booster pumps. A temporary sump pump system could be
installed if necessary
6 Re-grade entrance area and install new retaining walls No
7 Install new storm drain, manholes, and inlet west and
north of new facilities
No Drainage still impaired until final paving is completed. Sump pumps and
erosion control may be required.
8 Connect new catch basin/storm drain to 20"-DR-DIP
drain line from the reservoir
No Reservoir drain reconnected and available
9 Connect new catch basin/storm drain to 8"-DR from
northwest corner of existing building
No Drain line from filter and pump rooms reconnected and available
10 Excavate and prepare foundation for new facilities No
11 Install and stub new electrical and control conduits
under foundation of new building
No
12 Install new 24"-FDW/RW-DIP pipeline south of existing
building into new membrane building
No Stub upstream side of new line adjacent to existing line for future connection.
Stub downstream end up thru future floor of new structure
13 Modify backflow preventer piping and stub new
pipeline branch to membrane building
Yes Backwash to filters will be unavailable during this time
14 Connect membrane system discharge header to
existing stub west of filter building. Stub new line thru
future floor with valve and blind flange
Yes Reservoir will need to be drained or a temporary plug will need to be installed
so line downstream of treated water pumps can be depressurized
Section 5
Construction Planning
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Table 5-1
Construction Activities and Changes to Plant Operations
Item Construction Activity
Plant
Operations
Affected? Notes/Assumptions
15 Install new chemical injection ports on existing 16"-TW-
STL pipe. Yes
Reservoir will need to be drained or a temporary plug will need to be installed
so line downstream of treated water pumps can be depressurized
16 Install 16" bypass and valves around flowmeter leading
to storage reservoir
Yes Reservoir will need to be drained or a temporary plug will need to be installed
so line downstream of treated water pumps can be depressurized
17 Install drain pipes and CIP waste discharge lines under
new foundation. Connect backwash water line to
existing drain line upstream of washwater basins
No Connection of membrane backwash drain to existing backwash drain may
require temporarily stopping backwashing operations
18 Pour foundation for new buildings No
19 Construct pre-fabricated metal buildings No
20 Install new membrane equipment No Pipes, wires, etc will be run internal to the new facility with stubs adjacent to
connections to existing equipment
21 Install new membrane CIP Tank, Neutralization Tank,
CIP pumps and neutralization pumps
No Pipes, wires, etc will be run internal to the new facility.
22 Install new CIP sodium hypochlorite transfer pumps
and storage totes/drums
No Pipes, wires, etc will be run internal to the new facility.
23 Install new CIP acid transfer pumps and storage
totes/drums
No Pipes, wires, etc will be run internal to the new facility.
24 Install new sodium bisulfite transfer pumps and storage
totes/drums
No Pipes, wires, etc will be run internal to the new facility.
25 Install new sodium hydroxide transfer pumps for CIP
chemical waste neutralization
No Existing sodium hydroxide feed to treated water for pH control will be stopped
temporarily to add a new pipe connection to the existing sodium hydroxide tank
discharge pipe.
26 Install new MCC-3 Yes Shutdown needed to tie MCC-3 to main switchboard but can occur at the same
time as main switchboard modifications
27 Install main switchboard modifications Yes Shutdown needed but contractor can provide temporary power to existing
MCCs using portable generator
28 Install emergency generator and ATS Yes Shutdown needed to tie ATS between Main Switchgear and main switchboard
but can occur simultaneously with main switchboard modifications
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Construction Planning
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Table 5-1
Construction Activities and Changes to Plant Operations
Item Construction Activity
Plant
Operations
Affected? Notes/Assumptions
29 Install Main Switchgear modifications Yes Shutdown needed but can occur simultaneously with SCE transformer
replacement
30 SCE to replace outdoor transformer Yes Shutdown needed but can occur simultaneously with Main Switchgear
modifications
31 Install new recycle pumps No Washwater recycle system will need to be shutdown, but plant may be able to
remain in operation
32 Upgrade recycle pump starters No The recycle pump starters can be replaced at the same time as the recycle
pumps.
33 Replace 4"-RWW-DIP line with 6"-RW-DIP line
between recycle pump station and influent control
structure
Yes 24" plant influent line will need to be temporarily shutdown and depressurized
to replace the connection in the influent control structure
34 Install motorized valve on Northfork Canal Siphon
bypass line
No 30" Northfork Canal line will need to be drained, but plant could remain in
operation using 16" SWP connection
35 Disconnect Foothill booster pump piping from Foothill
Zone discharge line and connect to Canal Zone
discharge line No
Canal and Foothill Zone discharge lines will need to be isolated and
depressurized, but plant may be able to remain in operation
36 Replace 5 booster pumps
No
Canal and Foothill Zone discharge lines will need to be isolated and
depressurized, but plant may be able to remain in operation
37 Replace 5 booster pump soft starters
No
The booster pump soft starters can be replaced one at a time, simultaneously
with the replacement of the corresponding booster pumps.
38 Connect stub of new 24"-RW/FDW-DIP influent line to
existing 24"-RW-DIP influent line south of existing
building. Install new butterfly valve on influent line
leading into existing contact clarifiers Yes
Influent piping will need to be depressurized. Once connection is made, the
valve will remain closed until membrane system is ready to receive flow
39 Demo existing alum storage tank and install new ferric
chloride storage tank
Yes
Existing alum feed to raw water for coagulation will be stopped temporarily to
switch pump suction piping from existing alum storage tank to temporary alum
storage totes/drums.
40 Install new ferric chloride metering pumps
No
New ferric chloride metering pumps will be installed while existing plant
operates with existing alum metering pumps.
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Construction Planning
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Table 5-1
Construction Activities and Changes to Plant Operations
Item Construction Activity
Plant
Operations
Affected? Notes/Assumptions
41 Demo existing on-site sodium hypochlorite generator
system and install new on-site sodium hypochlorite
generator of larger capacity No
0.8% sodium hypochlorite solution will be batched in the existing storage tank
using 12.5% bulk sodium hypochlorite and diluting with water.
42 Demo existing pre-filter chlorine pump to install new
sodium hypochlorite pumps for disinfection
Yes
Although pre-oxidation will be stopped, disinfection will not be affected since
post-filter chlorine pump will remain operational. Existing chlorine feed will be
stopped temporarily to modify sodium hypochlorite storage tank discharge
piping for new pump connections.
43 Demo existing post-filter chlorine pump to install new
sodium hypochlorite pumps for membrane CEB No
Existing post-filter chlorine pump will be demolished after new sodium
hypochlorite pumps for disinfection are installed and operational.
44 Conduct startup tests on new membrane system
No
Most tests will be conducted with partial plant flow, while keeping existing plant
in operation.
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Construction Planning
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5.3 Opinion of Probable Cost
Table 5-2 presents preliminary design level construction cost estimates for Plant 134
upgrades and expansion for the submerged and low pressure membrane filtration
options.
Table 5-2
Capital Cost Estimates for Plant 134 Upgrades and Expansion
Notes
Submerged
Membrane System
Option
Low Pressure
Membrane System
Option
Membrane Filtration System (1) $8,633,000 $9,289,000
Other Upgrades and Expansion (2) $4,060,000 $4,060,000
SUBTOTAL (3) $12,693,000 $13,349,000
Contingency (4) $1,904,000 $2,002,000
Engineering (5) $1,469,000 $1,535,000
TOTAL CAPITAL COST FOR PLANT 134
UPGRADES AND EXPANSION
(6) $16,057,000 $16,886,000
Booster Pump Station Modification (7) $643,000 643,000
SUBTOTAL (3) $643,000 $643,000
Contingency (4) $96,000 $96,000
Engineering (5) $74,000 $74,000
TOTAL CAPITAL COST FOR BOOSTER
PUMPSTATION MODIFICATION
(7) $813,000 $813,000
Notes:
(1) Includes membrane filtration system and associated ancillary equipment.
(2) Includes site work, building, generator, chemical system upgrades, recycle pump station upgrades,
and yard piping. Booster Pump Station modifications are not included. See Appendix C for additional
details.
(3) Cost includes markups for overhead, margin, insurance and bonds. The cost is also escalated to
anticipated midpoint of construction (June 2010).
(4) Based on 15% of Capital Cost
(5) Based on 10% of Total Capital Cost (Subtotal plus Contingency)
(6) Does not include Booster Pump Station modifications.
(7) Includes Booster Pump Station modifications only. See Appendix C for additional details.
The basis of design estimates is as follows:
The costs include sales tax, estimated construction cost markups by the contractor
(10%), and contractor’s bonds and insurance. The costs also include an escalation
factor of 6 percent per year to the mid-point of construction (June 2010).
Contingencies have been estimated at 15 percent of the capital cost, which is
appropriate at this level of design. Engineering costs include the design and
construction services and inspection of the facilities.
The current capital cost estimate for Plant 134 upgrades and expansion is higher than
the capital cost that was previously estimated in the June 2007 Membrane Pilot Study
report. The increased cost is attributable mainly to the addition of a new generator,
which is estimated at approximately $821,000. Detailed design estimates are included
in Appendix C.