Agenda 07/14/2020 Item #11J (7th Amendment to Agreement #04-3673 with Carollo Engineers, Inc.)07/14/2020
EXECUTIVE SUMMARY
Recommendation to approve and authorize the Chairman to execute a Seventh Amendment in the
amount of $1,637,264 to Agreement No. 04-3673 with Carollo Engineers, Inc., pertaining to the
design of the Northeast Water Reclamation Facility and Water Treatment Plant, and to authorize
the necessary budget amendments.
OBJECTIVE: The public purpose is to provide water treatment and supply and wastewater treatment
facilities to meet demand in the northeast region of the county and stay in compliance with regulatory
requirements. This item relates to the design of those facilities by obtaining approval of a Seventh
Amendment to Agreement No. 04-3673 (See Attachment 1).
CONSIDERATIONS: On September 26, 2017, the Board approved Contract Amendment Number 5
(Agenda Item 16.C.1) reactivating Agreement No. 04-3673 (the "Agreement"), "Professional Engineering
Services for Design of the Northeast Water Reclamation Facility and Water Treatment Plant," with
Carollo Engineers, Inc ("Carollo"). Thereafter, staff issued Purchase Order No. 4500182517 to update
the design criteria for the Northeast Regional Water Reclamation Facility and the Northeast Regional
Water Treatment Plant, including technology updates.
The Design Criteria Update is now complete (See Attachment 2). Additional engineering work is
required to advance the program in the following four categories:
1) Deep Injection Well (DIW) Development
To dispose of water and wastewater treatment plant waste streams, the development and construction of
DIWs are required. Work associated with this effort will include deep injection well design, permitting,
bidding services, construction oversight services and construction close out. These tasks are required to
be accelerated because of the long lead times for design, permitting and construction. The disposal of
waste streams is a critical component that needs to be available for proper plant operations. ($1,019,446
time and materials)
2) Civil Site Development
Since completion of the original design plans in 2010, development plans for the treatment facilities have
changed by the implementation of interim treatment and pumping facilities, requiring roadway, utility
pipeline realignments and stormwater management modifications. The scope of work will include the
evaluation of site design components that can be constructed in advance of the water and wastewater
treatment facilities. Early site work will include the evaluation of environmental permit requirements,
clearing and grubbing, site grading, stormwater facilities, access roads, fencing, landscaping with
irrigation, yard piping, and potential electrical service improvements. Many of these tasks were
completed initially under the Agreement; however, due to changes made since 2010, revisions are
required. ($295,888 time and materials)
3) Public Involvement Assistance
Carollo will develop and implement a public involvement program for this phase of the work. The
program will detail the stakeholders that will be involved in the process, and when and how they will be
involved and will include requirements related to public communications, including public access to a
project website, quarterly project newsletters, e-mail notifications, public forums, and public information
meetings. ($144,565 time and materials)
4) Construction Manager at Risk (CMAR) Coordination
Collier County currently anticipates constructing the program using a Construction Manager at Risk
Packet Pg. 731
07/14/2020
("CMAR") procurement process to deliver the DIW and initial site work phase, and ultimately, the entire
Northeast Water Reclamation Facility and Northeast Water Treatment Plant. It is anticipated that a
CMAR will be contracted to provide pre -construction (design) phase input to develop and progressively
update a detailed "open book" cost model based on current market conditions to confirm budgets, help
guide design decisions, develop a construction management plan and schedule in advance of construction,
provide alternative system evaluation and constructability reviews, provide procurement services for
selection of key subcontractors and suppliers and ultimately develop a guaranteed maximum price for
construction for County review and consideration. ($70,899 time and materials)
In addition to the four categories described above, there are additional tasks totaling $106,465 in time and
materials for associated project and quality management.
Staff will return to the Board with future amendments to complete engineering resulting in final designs
for the Northeast Water Reclamation Facility and Water Treatment Plant. Attachment 3 summarizes
technology changes required to the 2010 design based on the Design Criteria Update to be addressed in
the future.
FISCAL IMPACT: The scope of work benefits both current and future water and wastewater users so
the source of funding is a blend of Water Impact Fees, Fund (411) and Wastewater Impact Fees, Fund
(413). Budget amendments are required from Reserve for Capital, Fund (411) Res/Xfer in the amount of
$818,632.00 to Project No. 70194 and from Reserve for Capital, Fund (413) Res/Xfer in the amount of
$818,632.00 to Project No. 70194. New bonds will be necessary to fund construction phases.
GROWTH MANAGEMENT IMPACT: This project meets current Growth Management Plan
standards to ensure the adequacy and availability of viable public facilities and to remain in compliance
with all regulatory programs, including concurrency requirements, the Federal Department of
Environmental Protection's readiness reporting pursuant to permit conditions and all other laws and
administrative codes and regulations.
LEGAL CONSIDERATIONS: This item is approved as to form and legality and requires majority vote
for Board approval. - SRT
RECOMMENDATION: To approve and authorize the Chairman to sign the attached Seventh
Amendment to Agreement No. 04-3673 with Carollo Engineers, Inc., in the amount of $1,637,264, and to
authorize the necessary budget amendments.
Prepared by: Tom Chmelik, P.E., PMP, Public Utilities Engineering and Project Management Director
ATTACHMENT(S)
1. Attachment I - 04-3673 Amend#7_Carollo_VendorSigned (PDF)
2. [Linked] Attachment 2 - Design Criteria Update Tech Memos (PDF)
3. Attachment 3 - Technology Changes (PDF)
4.20200701 Attachment X - NEUF ES Powerpoint Rev2 (PDF)
Packet Pg. 732
11.J
07/14/2020
COLLIER COUNTY
Board of County Commissioners
Item Number: 11.J
Doe ID: 12779
Item Summary: Recommendation to approve and authorize the Chairman to execute a Seventh
Amendment in the amount of $1,637,264 to Agreement No. 04-3673 with Carollo Engineers, Inc.,
pertaining to the design of the Northeast Water Reclamation Facility and Water Treatment Plant, and to
authorize the necessary budget amendments. (Craig Pajer, Public Utilities Principal Project Manager)
Meeting Date: 07/14/2020
Prepared by:
Title: Project Manager, Principal — Public Utilities Planning and Project Management
Name: Craig Pajer
06/26/2020 1:12 PM
Submitted by:
Title: Division Director - Public Utilities Eng — Public Utilities Planning and Project Management
Name: Tom Chmelik
06/26/2020 1:12 PM
Approved By:
Review:
Public Utilities Operations Support
Joseph Bellone
Additional Reviewer
Public Utilities Planning and Project Management
Tom Chmelik
Wastewater
Beth Johnssen
Additional Reviewer
Public Utilities Operations Support
Tara Castillo
Additional Reviewer
Procurement Services
Opal Vann
Level 1 Purchasing Gatekeeper
Procurement Services
Sue Zimmerman
Additional Reviewer
Procurement Services
Sandra Herrera
Additional Reviewer
Water
Steve Messner
Additional Reviewer
Public Utilities Department
Drew Cody
Level 1 Division Reviewer
Public Utilities Department
George Yilmaz
Level 2 Division Administrator Review
County Attorney's Office
Scott Teach
Additional Reviewer
Office of Management and Budget
Debra Windsor
Level 3 OMB Gatekeeper Review
County Attorney's Office
Jeffrey A. Klatzkow Level 3 County Attorney's Office Review
Budget and Management Office
Ed Finn
Additional Reviewer
Office of Management and Budget
Laura Zautcke
Additional Reviewer
County Manager's Office
Nick Casalanguida Level 4 County Manager Review
Completed
06/26/2020 1:23 PM
Additional Reviewer
Completed
Completed
06/26/2020 1:39 PM
Completed
06/26/2020 1:55 PM
Completed
06/26/2020 3:37 PM
Completed
06/26/2020 5:34 PM
Completed
06/29/2020 8:46 AM
Completed
06/29/2020 9:40 AM
Completed
06/29/2020 10:40 AM
Completed
06/30/2020 9:20 AM
Completed
06/30/2020 3:25 PM
Completed
06/30/2020 3:36 PM
Completed
06/30/2020 4:30 PM
Completed
06/30/2020 4:58 PM
Completed
07/01/2020 8:44 AM
Completed
07/05/2020 7:13 PM
Packet Pg. 733
07/14/2020
Board of County Commissioners MaryJo Brock Meeting Pending 07/14/2020 9:00 AM
Packet Pg. 734
11.J.a
SEVENTH AMENDMENT TO AGREEMENT # 04-3673
FOR
"Professional Engineering Services for Design of the Northeast Water Reclamation Facility
and Water Treatment Plant"
THIS AMENDMENT, made and entered into on this day of , 2020
by and between Carollo Engineers, Inc., (referred to herein as "Consultant") and the Collier
County Board of County Commissioners, a political subdivision of the State of Florida (referred to
herein as "Owner" or "County").
WHEREAS, on December 14, 2004 (Agenda Item IO.E.), the County entered into
Agreement No. 04-3673 (the "Agreement") with the Consultant to provide professional engineering
services for design and related consulting services for the construction of the Northeast Water
Reclamation Facility (NER WRF) and Northeast Water Treatment Plant (NERWTP), Project No.
70902 in the amount of $11,752,020 (the "Project"), with the performance of the services to be
phased in on an annual approval of funds by the Board for each fiscal year of the duration of the
contract; and
WHEREAS, on March 18, 2005, the County administratively approved Amendment No. Ito
the Agreement to replace section 8.1 and 8.2 of Article Eight, Indemnification to update the
Agreement's indemnification clause; and
WHEREAS, on November 15, 2005 (Agenda Item IO.G), the County approved Amendment
No. 2 to the Agreement in the amount of $1,144,432 for services related to the revised phasing of
development for the NERWRF and NERWTP bringing the total contract amount to $12,869,452.00;
and
WHEREAS, on January 26, 2010 (Agenda Item 16.C.2), the County approved Amendment
No. 3 to the Agreement to include Exhibit A3-A, Supplemental Terms and Conditions and to
"hibernate" the Project, while allowing for oversight and management of activities during the
hibernation, and providing for future reactivation of the Contract; and
WHEREAS, on February 27, 2015, the County administratively approved Amendment No.
4 to the Agreement to replace in its entirety, Article Four- Time, Paragraph 4.1, to extend the period
for the Consultant to provide services through the eventual completion and closeout of all services
required on the Project; and
WHEREAS, on September 26, 2017 (Agenda Item 16.C.1), the County approved
Amendment No 5 to the Agreement to reactivate the contract, amend hourly rates, as set forth in
Schedule B- Attachment B and approve a new proposed Scope of Work (Exhibit A5-A), providing
for the update of the Northeast Water Reclamation Facility and Northeast Regional Water Treatment
Plant design criteria, in the amount of $172, 642; and
WHEREAS, on April 24, 2018 (Agenda Item 16.C.7), the County approved Amendment
No. 6 to the Agreement to include Exhibit A6-A and Exhibit A6-13 to include additional scope of
work to the Northeast Utility Facility Site to create a Northeast Base Map, site plan modifications,
identify parcel plat and provide associated time and material fees in the amount of $149,943; and
WHEREAS, based upon the current and anticipated increased growth patterns in the
northeast service area, the parties desire to amend the Agreement to include Exhibit A7-A and
Exhibit A7-13 to include additional scope of work, schedule and fees to Consultant to include the
Page 1 of 20
Seventh Amendment to Agreement # 04-3673
Packet Pg. 735
11.J.a
necessary project and quality management, public involvement services, and required coordination with
the Construction Manager at Risk ("CHAR") to support this phase in the amount of $1,637,264.00.
NOW, THEREFORE, for good and valuable consideration, the receipt of which is hereby
acknowledged, and in consideration of the mutual promises and covenants contained herein, the
parties acknowledge and agree to amend the Agreement as follows:
1. Parties agree to include and incorporate attached Exhibit A7-A and A7-B as pant of the
duties and obligations in in performing under the Agreement.
2. All other terms and conditions of the Contract shall remain in force.
IN WITNESS WHEREOF, the parties have each executed this Seventh Amendment effective as of
the date set forth above by an authorized agent or person.
ATTEST:
Crystal K. Kinzel, Clerk of Court &
Comptroller
Dated:
(SEAL)
Contractor's Witnesses:
s�
First Witness
Robert Cushing, Senior Vice President
TType/print witness nameT
(�, &44 plj-4-
Second Witness
Dean Milton, Vice President
TType/print witness nameT
BOARD OF COUNTY COMMISSIONERS
COLLIER COUNTY, FLORIDA
Burt L. Saunders, Chairman
CONTRACTOR:
Carollo Engineers, Inc.,
By:
ignature
Laura Baumberaer. Vice President
TType/print signature and titleT
6/24/2020
Date
Approved as to Form and Legality:
Deputy County Attorney
Print Name
Page 2 of 20
Seventh Amendment to Agreement # 04-3673
Packet Pg. 736
11.J.a
Contract Amendment No. 7 to Agreement #04-3673
Professional Engineering Services for the Design of the Northeast WRF and WTP
SCOPE OF SERVICES
NEUF Deep Injection Well Permitting and Construction and Site Design, Permitting, and
Early Work Construction
BACKGROUND AND PURPOSE
Plans and specifications for the Northeast Water Reclamation Facility (NEWRF), Water Treatment Plant
(NEWTP), and associated facilities (Northeast Utility Facility - NEUF) were signed, sealed, and put in
storage in 2010. Since that time, technologies, O&M staff preferences, and level of service requirements
have evolved. Per the January 24, 2019 Board of County Commissioners (BoCC) meeting, construction
of the new 4-mgd (expandable to 12 mgd) Northeast WRF will begin in 2022 using a Construction
Manager at Risk (CMAR) delivery method. In addition, the planned deep injection wells (DIW) required
for wet weather effluent management will provide benefit to the reliability of the interim WRF as well as
the permanent water and wastewater facilities and will be permitted and constructed as soon as possible.
Furthermore, being a good neighbor to the residents surrounding the NEUF site is a priority, and to
support that, the full site design will be completed, and early construction packages will be released for a
landscape buffer, stormwater ponds, and other site infrastructure.
Interim wastewater facilities are currently being constructed at the site. These interim facility assets may
be used for the permanent facility to the extent possible. The existing design is MLE with clarifiers and
filtration, and the new design will modify the design to MLE with MBR, leveraging other constructed
MBR designs to promote design efficiency. The overall intent is to reuse previous established basis of
design decisions and only update or modify what is necessary to establish a new set of construction
documentation for the project, which may include simply representing previous design concepts and
decisions in technical memoranda for documentation.
The Project involves multiple steps associated with the overall implementation, including:
- DIW and Site Work including DIW design, permitting, and construction and updated full site civil
design, permitting, and early site work construction.
- WRF Design and Permitting including preliminary and detailed WRF design in conjunction with
CMAR coordination and Cost Model/Guaranteed Maximum Price (GMP) development review.
- WRF Construction including construction of the WRF and other associated features not previously
constructed.
- WTP Design and Permitting including preliminary and detailed WTP design in conjunction with
CMAR coordination and Cost Model/Guaranteed Maximum Price (GMP) development.
- WTP Construction including construction of the WTP and other features not previously
constructed
This Scope of Services is limited to the DIW and Site Work Phase of the Project. CONSULTANT
services during this DIW and Site Work project will also include the necessary project and quality
management, public involvement services, and CMAR coordination to support this phase.
Proiect Assumptions
1. The NEWRF will most likely be rated an initial 4 mgd annual average day flow (AADF) design
capacity with phased incremental expansions to12 mgd.
Page 3 of 20
Seventh Amendment to Agreement # 04-3673
Packet Pg. 737
11.J.a
2. Project will be delivered using the CMAR project delivery method.
3. Contract Amendments. Subsequent WRF Preliminary and Detailed Design and Permitting, WRF
Construction, WTP Preliminary and Detailed Design and Permitting, and WTP Construction
amendments are required to complete the project through full commissioning.
4. Project Deliverables. CONSULTANT will produce multiple project documents in hardcopy and
digital format for submittal to the COUNTY, as identified herein. A total of five (5) draft and five (5)
final hardcopies of each deliverable will be submitted to COUNTY for distribution. Electronic copies
of the various deliverables will also be provided in PDF and posted on a collaborative project
website. COUNTY shall agree to review draft project deliverables and provide comments to
CONSULTANT in a timely fashion (typically within two weeks of submittal notification).
SCOPE OF SERVICES
CONSULTANT will complete the following scope for the DIW and Site Phase. Subsequent elements of
the Project will be provided under separate amendments.
TASK 100 — PROJECT MANAGEMENT
CONSULTANT will perform various project management and monitoring activities throughout the
Project.
101 — Develop Project Plan
Develop a Project Plan that will identify and detail the proposed project management activities for
the duration of the DIW and Site Work Phase of the Project. Specific components of the Project
Plan will include project background and scope; identification of project team and associated
contact information, project schedule of meetings, workshops, submittal milestones and review
dates; project budget and task breakdown; communication and interface control; and document
control and management. Project Plan will be coordinated with applicable Quality Management
Plan (Task 201).
The CONSULTANT will prepare and submit a draft Project Plan to the COUNTY for review and
potential approval no later than two (2) weeks following receipt of written Notice to Proceed
(NTP) from the COUNTY. Upon receipt of comments, submit a final Project Plan to the
COUNTY for distribution.
Deliverables: Draft and Final Project Plan
102 — Project Control and Reporting
Develop monthly progress reports and invoices throughout the DIW and Site Work Phase that
identify the following:
• Work completed since the previous report.
• Work anticipated in the upcoming month.
• Project status, including scheduled and actual percent completes for the major tasks.
• Budget status, including contracted amount, total spent to date, amount remaining, percent
spent and actual percent complete.
• Schedule status, including variances in the project schedule by milestone and/or deliverable,
and total project.
• Dates of anticipated milestones and/or deliverables in the upcoming month.
• List of problems encountered (if any) and proposed resolution, including technical, budgetary
and schedule problems.
Page 4 of 20
Seventh Amendment to Agreement # 04-3673
Packet Pg. 738
11.J.a
• List of potential scope changes, including a brief description and reason for change, along
with potential impact on budget and schedule.
• List of issues needing resolution, including party(s) involved and date required so as not to
impact project schedule.
In addition to monthly status updates, provide abbreviated weekly email updates to COUNTY
leads reporting on current and upcoming weekly activities and key issues.
Develop and maintain Project logs documenting key decisions and action items throughout the
Project duration, accessible on the project collaborative website.
Deliverables: Monthly Progress Reports and Invoices; Weekly Status Email Updates,
Decision Log; Action Log
103 — Project Schedule
Develop and maintain a project progress schedule during the DIW and Site Work Phase. The
schedule will be developed in MS Project format. Each activity of the scope of services herein, as
well as a general listing of tasks required under subsequent Project phases, will be incorporated
into the work breakdown structure (WBS) of the schedule. Project timelines, along with
identification of task inter -relationships, will be provided in a Gantt format. Schedule will include
both original baseline and actual progress.
A draft baseline project schedule will be submitted to the COUNTY for review and approval no
later than two (2) weeks following receipt of written NTP from the COUNTY. The project
schedule will be updated monthly and delivered to the COUNTY as part of the monthly progress
report and invoice. Updated schedule will include initial baseline, actual progress, status of actual
versus initial baseline, and projected completion of tasks.
The project schedule will also be maintained and updated throughout subsequent phases of the
Project. Once the CMAR is under contract with the COUNTY, the design schedule and updates
will be provided to the CMAR for incorporation into their overall Project schedule.
Deliverables: Draft and Final Baseline Project Schedule and Monthly Updates
104 — Project Meetings and Workshops
Prepare and distribute agendas and minutes for each meeting. Agendas will be submitted to the
COUNTY at least three (3) business days prior to the meeting. Minutes will be submitted to the
COUNTY no more than two (2) days following each meeting. Agendas and minutes will also be
posted to the collaborative project website for additional access by interested parties.
104.1 — Project Kickoff Meeting. Conduct a project kickoff meeting approximately two (2) weeks
following receipt of written NTP from the COUNTY, in order to allow completion of several draft
submittals identified herein. Meeting objectives will be to review the various draft submittals
(including the baseline project schedule, Project Plan, and Quality Management Plan); confirm
lines of communication; provide tutorial of collaborative project website; and coordinate the
schedule of bi-weekly project meetings.
104.2 — Biweekly (every other week) Project Meetings. Conduct monthly project meetings with
COUNTY representatives to keep the COUNTY informed of the project progress and obtain input
and direction as required. Monthly meeting objectives will include the presentation of alternative
evaluations for COUNTY review and approval; results from data collection, and other outstanding
project issues.
104.3 — Supplemental Project Workshops. Conduct additional coordination meetings and
workshops with COUNTY and other project stakeholders as necessary to obtain timely input and
feedback on the progression of the Project, including key interaction with COUNTY operations
Page 5 of 20
Seventh Amendment to Agreement # 04-3673
Packet Pg. 739
11.J.a
and maintenance (O&M) staff regarding process alternative evaluations.
Deliverables: Meeting Agenda and Summary Notes
105 — Subconsultant Management
Prepare and coordinate necessary subconsultant agreements required for the DIW and Site Work
Phase and manage the subconsultants throughout the DIW and Site Work Phase.
106 — Collaborative Project Website
Develop a collaborative project website that will be hosted on the CONSULTANT's platform in a
password -protected area, maintained throughout the entire Project duration, and will be accessible
by internal project stakeholders. The website will have document storage, search and retrieval
functions for project information. Specific components to be included are:
• Scope of work.
• Project correspondence (letters, memoranda, etc.).
• Draft/Final plans and reports.
• Intermediate design submittals (drawings, specifications, details, and cost estimates).
• Project schedule (with updates).
• Monthly progress reports.
• Meeting agendas and minutes.
• Project progress photos.
• Other items as determined and as approved by the COUNTY.
107 — BoCC Meetings / Presentations
Prepare relevant materials (i.e. presentation slides, renderings, etc.) regarding DIW and Site Work
Phase development for presentation and discussion with BoCC and/or other COUNTY
management representatives.
Deliverables: Presentation Materials
TASK 200 — QUALITY MANAGEMENT
The CONSULTANT will perform various quality management activities throughout the DIW and Site
Work Design Phase as delineated in the following tasks and sub -tasks.
201 — Develop Quality Management Plan
Develop a Quality Management Plan (QMP) that will identify and detail the proposed quality
management activities for the duration of the DIW and Site Work Phase. Specific components of
the QMP will include identification of project personnel responsible for peer reviews and detailed
checks; schedule of milestones and review dates; and project standards and design calculations
management. Project -specific check comment forms and checking procedure checklists (by
discipline) will also be included.
Prepare and submit a draft Quality Management Plan to the COUNTY for review and approval no
later than two (2) weeks following receipt of written NTP from the COUNTY. Upon receipt of
comments, submit a final Quality Management Plan to the COUNTY for distribution.
Deliverables: Draft and Final Quality Management Plan
TASK 300 — DEEP INJECTION WELL (DIW) DEVELOPMENT
Page 6 of 20
Seventh Amendment to Agreement # 04-3673
Packet Pg. 740
11.J.a
The disposal capacity need, assuming 80% treatment efficiency for the WTP and 100% disposal for the
WRF, is currently estimated to be approximately 16 mgd. The following tasks describe the specific
efforts associated with the Deep Injection Well Development. Note that for budgeting purposes
CONSULTANT assumes that the County will permit and construct 2 injection wells and 1 dual zone
monitoring well under this work scope.
301 — Data Compilation and Basis of Design Development
CONSULTANT will review available existing technical documents related to the facility and
underlying hydrogeology. The documents will include existing and previously issued permits and
relevant supporting documents, regional hydrogeologic studies, facility design documents, and
related site -specific consultants' reports. CONSULTANT will search public databases of
regulatory agencies (FDEP, USGS, and SFWMD) and coordinate with the project team to compile
available documents related to the project. Maps, drawings, and summary tables will be generated
under this task for later use in the system evaluation and expansion design elements of the project.
302 — Preliminary Injection Well System Design
CONSULTANT will develop up to three injection well system concepts for a facility capacity of
16 mgd. The conceptual designs will include well depths and dimensions, materials, design
pumping rates, preferred well locations, conceptual drawings of concentrate disposal wells, and a
summary report describing recommendations. Based on preliminary analysis, the facility may
need 2 to 3 deep injection wells and a dual zone monitoring well. The number of wells will depend
on the selected casing diameter and whether the primary tubing has a fluid -filled or cemented
annulus. The injection wells will be cased into the Boulder Zone within the Oldsmar Formation as
per FDEP criteria. CONSULTANT will evaluate various injection well siting and sizing options
with the goal of maintaining the current design concept.
While the final injection well site dimensions are typically not large, during construction, the
injection well contractor typically will request a construction laydown area of about 100 feet by
300 feet adjacent to and accessible to the injection well locations. CONSULTANT will review the
space available on the current property and identify site construction coordination and sequencing
that will facilitate the injection well system construction with the goal of maintaining the original
design concepts.
303 — 90% Design — Injection Well System
CONSULTANT will coordinate with the project team to identify design preferences and
integration with the proposed WTP/WRF construction and operations. Based on feedback from the
project team, CONSULTANT will make necessary revisions to the conceptual design report and
prepare a 90% final design drawings and specifications for construction of the injection well.
Design elements to be provided by CONSULTANT include well locations, well dimensions,
construction materials, construction sequencing, construction methods, well completion design,
and recommended injection rates.
304 —100% Design — Injection Well System
CONSULTANT will make necessary revisions to the 90% design drawings and specifications and
prepare a 100% final design drawings and specifications for construction of the injection wells.
Design elements to be provided by CONSULTANT as part of this task will include revisions to
any previously submitted drawings and plans.
Page 7 of 20
Seventh Amendment to Agreement # 04-3673
Packet Pg. 741
11.J.a
305 — FDEP Underground Injection Control Permitting
After finalizing the injection well system design and siting, CONSULTANT will prepare and
submit to the FDEP a comprehensive application package to obtain a construction and testing
permit for up to 3 injection wells and I dual zone monitoring well. The application package will
include support documents such as a detailed well inventory of all producing wells, injection
wells, dry holes, surface water bodies, quarries, water wells within the area of influence of the
proposed well, a tabulation of all wells that penetrate the proposed injection or monitoring zones,
regional geologic cross sections detailing the hydrology and hydrologic structures of the local
area, determination of the base of the Underground Sources of Drinking Water, pertinent
engineering drawings, proposed injection, monitoring, and operation procedure, proposed testing
program during the construction process, etc. CONSULTANT will proactively work with the
FDEP staff to minimize processing times and facilitate smooth transition into the construction
phase of the project.
306 — General Contractor Bid Services
CONSULTANT will work with the procurement team to facilitate the bidding or procurement
process, attend meetings with prospective contractors, answer questions on the Technical
Specifications, evaluate contractor bids, and provide recommendations on award related to the
injection well. DIW-related construction may occur outside the anticipated CMAR firm.
307 — Construction Oversight Services
For this task, the CONSULTANT assumes that the County will install 2 injection wells and I dual
zone monitoring well and the fee provided in the budget spreadsheet is based on this assumption.
CONSULTANT will provide comprehensive management during the construction of the injection
and dual zone monitoring wells. CONSULTANT will provide a qualified Senior Field Supervisor
who will be on call 24 hours a day / 7 days a week and has in-depth knowledge of local geology
and experienced in trouble shooting and solving drilling related issues which often slows down the
project progress if not resolved in a timely manner. The Senior Field Supervisor will ensure that
appropriate team members are providing the necessary review of performance and adherence to
the schedule and that quality control procedures are followed. Submittals from the Contractors
will be promptly reviewed to assure compliance with specifications. Throughout drilling,
CONSULTANT will have a qualified Geologist onsite to observe the drilling and testing
operations. CONSULTANT construction management team will coordinate tests and maintain
communications with the appropriate regulatory personnel to assure compliance with applicable
regulatory standards and with the construction specifications. The Senior Field Supervisor will
closely monitor field activities and will be present onsite during critical testing and logging that
require field decisions. The on -site Geologist is responsible for identifying the lithology of the
formations being penetrated, monitoring well flowing conditions if artesian units are penetrated,
evaluate various testing efforts on the formation integrity and productivity during construction,
reporting on daily and weekly progress, and verifying driller activities, and quantities of materials
used. Geologic information will be collected and analyzed during the drilling program to identify
subsurface conditions and evaluate how existing conditions match those assumed during the
design and permitting program.
308 — Construction Completion Report
Upon completion of well construction, CONSULTANT will prepare a Construction Completion
Report, which will include detailed analysis and description of hydrogeologic information
Page 8 of 20
Seventh Amendment to Agreement # 04-3673
Packet Pg. 742
11.J.a
collected and analyzed during the drilling operations, the lithology of the formations penetrated,
well flowing conditions, drill stem water quality, daily driller activities, quantities of materials
used, results from various testing efforts on the formation and well integrity and productivity
during construction. The equipment specifications, drawings, and maintenance data provided by
the manufacturer of each piece of equipment will also be incorporated into the document.
CONSULTANT will coordinate with COUNTY's designated plant operators and assist in putting
the well into operation and developing effective operating protocols.
309 — Injection Well Above -Ground Design, Permitting, and Engineering Services During Construction
309.1 — Design Services and Bidding Services. CONSULTANT will make necessary revisions to
the original above -ground piping, mechanical, electrical, and I&C plans and specifications for the
NEUF to accommodate the new Injection Well design, interim treatment facilities, and other
desired features. CONSULTANT will facilitate a workshop with appropriate COUNTY staff to
develop the planned modifications, from which a 90% plan set will be developed for COUNTY
review and comment. COUNTY comments will be incorporated, and a 100% final set of plans and
specifications will be produced. CONSULTANT will produce draft and final FDEP permit
applications and assist COUNTY in responses to any FDEP RFIs.
Consultant shall assist County in providing clarification and prepare addenda as needed for
questions that may arise during the bidding process. Carollo will provide the following assistance
to the County during the period between advertisement and receipt of bids:
• Consultant will attend the pre -bid meeting (up to two (2) hours in length) at the County
facilities. The Consultant assumes the County will arrange, schedule, and direct the pre -
bid meeting, and prepare the final meeting minutes. The Consultant will provide
comments on the draft meeting minutes and/ornotes.
• Interpretation of intent of plans and specifications, and providing clarifications to
bidders.
• Assist the County with preparation of addenda to plans and specifications during
bid period. The County will prepare the final addenda and issue through the
County's procurement system. For budget purposes, it is assumed that up to four
(4) addendums to the Contract Documents will be issued during bidding period.
• Assist the County with evaluating bid results. The County will prepare the initial
bid tabulation summarizing the bids received for Consultant's review. It assumed
County will prepare the final bid tabulation summary.
• The Consultant will review the qualifications and references for the apparent low
bidder and issue a bid award recommendation letter to the County.
This task assumes the County will provide PDF drawing and specification sets to interested
bidders through the County's procurement system and Consultant will not be responsible for
producing any hard copy bid sets.
309.2 — Construction Progress Meetings. CONSULTANT (single representative) will attend
monthly CMAR progress meetings and will perform site walks to review the progress of the work.
For the basis of this task, eight (8) hours per month is anticipated for the six (6) month
construction duration for the Injection Well Above -Ground Design. CONSULTANT discipline
engineers will also attend this meeting occasionally. For the basis of this task with regard to
discipline engineers, three (3) hours per month is anticipated for the six (6) month construction
Page 9 of 20
Seventh Amendment to Agreement # 04-3673
Packet Pg. 743
11.J.a
duration.
309.3 — Requests for Information. CONSULTANT shall render interpretation and clarification
responses necessary for the proper execution of progress of work. CONSULTANT shall render all
interpretations or decisions in good faith and in accordance with the requirements and intent of the
Contract Documents. CONSULTANT shall submit all responses to the COUNTY'S Resident
Project Representative. Requests for Information (RFI's) received from the General Contractor
will be logged by the RPR and provided to CONSULTANT. Budget for this task assumes up to
thirty (10) RFI's. If these quantity values are significantly exceeded, the CONSULTANT reserves
the right to negotiate a contract Change Order with the COUNTY
309.4 — Submittal Reviews. It assumed that the CMAR will electronically distribute all submittals
(shop drawings, samples, test results, O&M information, and other data) to CONSULTANT, and
CONSULTANT will distribute submittals to their subconsultant(s) as required. CONSULTANT'S
budget is based on 30 submittals and it is assumed there will be two (2) review cycles for all
submittals. Should there be additional submittals or should the review process extend to more than
two (2) review cycles, the CONSULTANT reserves the right to negotiate a contract Change Order
with the COUNTY.
CONSULTANT'S review shall be for conformance with the design concept and compliance with
the information given in the contract documents. Such review or other action shall not extend to
means, methods, sequences, techniques, procedures of construction selected by the CMAR, or to
safety precautions and programs associated thereto. CONSULTANT will receive and review (for
general contents as required by the contract documents) maintenance and operating schedules and
instructions, operation and maintenance manuals, guarantees, and certificates of inspection which
are to be assembled by the CMAR in accordance with the contract documents.
Submittals will be logged by the CONSULTANT and distributed to the COUNTY and
CONSULTANT'S subconsultant for comments. The CONSULTANT will maintain a submittal
log showing dates of submittal, transmittal action to other parties, dates of return, and review
action. CONSULTANT will promptly, and in accordance with Project schedule requirements,
review and approve, reject or take other appropriate action on the General Contractor's request for
substitutions. CONSULTANT will not approve any proposed substitution for "Or Equal" items
unless such substitution conforms to the design concept and the contract documents including the
contract price.
309.5 —Change Order Requests and Work Directives. CONSULTANT will review, changer order
requests and work directives, whether initiated by the COUNTY or the CMAR. The
CONSULTANT will initiate Change Order Requests only after review and acceptance by the
COUNTY. CONSULTANT'S review and analysis of Change Order Requests will include scope
and pricing information submitted by the CMAR as part of the request, and will include field
review and discussions with the CMAR and COUNTY regarding the request. Special design
services required for a General Contractor or COUNTY requested change orders are not included.
Such special design services include design analysis, design, and preparation of plans, details, and
specifications. Should special design services be requested by the COUNTY, the CONSULTANT
reserves the right to negotiate a contract Change Order with the COUNTY.
The CONSULTANT will process Change Orders for the project. These services will include, but
not be limited to:
Page 10 of 20
Seventh Amendment to Agreement # 04-3673
Packet Pg. 744
11.J.a
• Development of the Change Order documents to include the background, justification, and
cost analysis of the Change Orders.
• Negotiation of the Change Orders with the General Contractor
• Preparation of the Change Orders for the COUNTY' S execution
• Assist with Executive Summary preparation
• Other support services as required
309.E Review Pay Requests. The COUNTY'S Resident Inspector and CONSULTANT, on a
monthly basis, will estimate the compensation due the CMAR by the COUNTY. This estimate
will constitute a representation based on such observations and the data comprising the application
for payment, that the work has progressed to the level indicated. The CONSULTANT'S review
will include a numerical and mathematical check of quantities, values, percentages of the
completed work, schedule, and if applicable, schedule recovery plan.
309.7 —Substantial and Final Completion Inspections. In preparation for substantial completion,
the CONSULTANT will perform two (2) site inspections to ensure overall conformance with the
Contract Documents. CONSULTANT will review the completed work and prepare a punch list of
items to be completed or corrected. After the CMAR notifies the COUNTY and CONSULTANT
that the project is ready for final inspection CONSULTANT will perform one (1) site inspection to
confirm the completion of the punch list items and certify the project is complete.
309.8 - Startup Assistance. CONSULTANT shall assist with system start-up and performance
testing of the project. The following is included:
• Attend two (2) sequencing and startup meetings to enhance coordination and
scheduling
• Assist with monitoring system performance and provide recommendations and
comments regarding the results of startup
This task assumes that the CMAR will coordinate and conduct start-up training and performance
testing with the COUNTY staff.
309.9 - Record Drawings. Record drawings will be prepared by the CONSULTANT, for new
facilities, to the level of competency and standard of care presently maintained by other practicing
Professional Engineers performing the same or similar type work. CONSULTANT will prepare all
Record Drawings showing the changes made during the construction process AND ONLY to the
extent as shown on the CMAR's as -built red -lined drawing set. CONSULTANT will submit three
(3) full-size copies of the Project Record Drawings (on bond), one (1) full-size copy of the Record
Drawings (on Mylar), and one (1) electronic copy of the Record Drawings in PDF format.
CONSULTANT will also provide the final CAD drawing files in AutoCAD format (version as
required by the COUNTY).
309.10 - Operations and Maintenance Manual. CONSULTANT will prepare an Operations and
Maintenance (O&M) Manual for the injection wells. CONSULTANT will provide draft copies of
the O&M Manual for review and comment by the COUNTY. The CONSULTANT will
incorporate all comments received from the COUNTY into the final O&M manual and provide
three (3) hard copies and one (1) electronic copy in PDF format.
310 — Team Meetings and Workshops
Page 11 of 20
Seventh Amendment to Agreement # 04-3673 -
Packet Pg. 745
11.J.a
CONSULTANT will participate in up to 10 project team planning and regulatory agency meetings
and workshops pertaining to this task.
TASK 400 — SITE DEVELOPMENT
401 — GENERAL CONSULTATION
CONSULTANT anticipates regular meetings to coordinate with COUNTY and team consultants
throughout the project. This scope assumes the meetings will be held in Naples throughout the planning,
design, and permitting phases of the project. This includes an initial kick-off meeting to outline project
goals, tasks, and timeline.
As directed by COUNTY, CONSULTANT can provide colored renderings and illustrative plans, which
may include illustrative site plan, photo realistic perspective view, elevations, example photos or
diagrams.
402 — COLLIER COUNTY SITE DEVELOPMENT PLAN PERMITTING
CONSULTANT will meet with the COUNTY, architect, and other design team consultants to review the
site plan to confirm the building configurations and discuss drainage, utilities, parking, landscaping,
buffers, and access. It is anticipated that this meeting may result in minor site plan revisions to the
previously prepared 90% construction plans. CONSULTANT will participate in a site development plan
(SDP) pre -application meeting with Collier County Growth Management Department (GMD) and
document the parameters defined during the meeting for proceeding with the SDP application.
CONSULTANT will prepare, submit, and process the SDP application through GMD. This will include
meetings and correspondence with GMD staff and the COUNTY for development and refinement of the
plan to meet Collier County's Land Development Code requirements for permitting. Submittal items will
include plans and supporting documentation for paving, grading, drainage, stormwater management, and
utilities. CONSULTANT will review GMD comments from the initial application submittal, as
applicable, and will prepare responses on behalf of COUNTY.
CONSULTANT will provide code minimum landscape and irrigation plans. Should COUNTY request
enhanced landscape plans, those can be provided with an adjustment to this scope and fee.
CONSULTANT will prepare a transportation methodology statement and coordinate the methodology
statement review process with Collier County staff to develop traffic study parameters for the project
traffic impact study performed as task 503 below.
SDP application and review fees will be paid by COUNTY via interdepartmental transfer.
402.1—Early Out Landscape Package
CONSULTANT will prepare standalone landscape and irrigation plans with the intent of installing plant
material which is smaller and less expensive than the plant material required by the Collier County Land
Development Code. CONSULTANT will select material of an appropriate size that is anticipated to grow
to the code required size within a set timeframe as directed by COUNTY. CONSULTANT will provide
design and permitting services as needed. Prior to construction, CONSULTANT will mark property
boundary/buffer location at 500' intervals. CONSULTANT will make visits to the site at intervals
appropriate to the various stages of landscape installation as CONSULTANT deems necessary in order to
Page 12 of 20
Seventh Amendment to Agreement # 04-3673
..x
Packet Pg. 746
11.J.a
observe the general progress and quality of the various aspects of the work. CONSULTANT will
endeavor to determine in general if such work is proceeding in accordance with the design concept and
approved landscape plans.
403 — TRAFFIC IMPACT STUDY (Minor)
The CONSULTANT will prepare a traffic impact study (minor) for the project in accordance with Collier
County traffic impact study guidelines. The traffic impact study will contain, as determined by the results
of the methodology statement (prepared under task 402 above), the following:
• A development description and a description of Institute of Transportation Engineers
(ITE) Land Use Categories.
• Trip generation including a.m. peak hour, p.m. peak hour and daily project traffic
volumes utilizing trip end rates and/or equations from the ITE Trip Generation Manual,
latest edition.
• Graphic depiction of the project's access points and area of study.
• Pass -by capture analysis.
• Project trip distribution/assignment analysis.
• Existing and projected adjacent roadway traffic volumes up to the project horizon year.
• Peak hour level of service (LOS) analysis of the existing base and proposed scenarios for
significantly impacted roadway segments utilizing information provided from the latest
Collier County adopted concurrency and Annual Update and Inventory Report (AUIR)
tables to demonstrate impacts.
• Recommendations for any site related traffic improvements.
404 — FLORIDA DEPARTMENT OF ENVIRONMENTAL PROTECTION ENVIRONMENTAL
RESOURCE PERMIT
CONSULTANT will assist COUNTY in submitting to the Florida Department of Environmental
Protection (FDEP) a modification to the existing Environmental Resource Permit (ERP) for the proposed
improvements at the project site. CONSULTANT will coordinate and conduct the prerequisite pre -
application conference with FDEP staff. CONSULTANT will prepare and submit the required drainage
calculations, drainage construction plans, and associated documents required for the submittal of the ERP
application and respond to requests for additional information (RAI) from FDEP staff. This scope
assumes the proposed improvements will be reasonably consistent with the conceptual improvements
currently being permitted as a part of the interim plant facilities. CONSULTANT will respond to up to
two (2) requests for additional information (RAI) from the FDEP delivered via a formal letter, email
correspondence, or telephone call, if necessary. Should FDEP require additional information beyond the
scope of this task, CONSULTANT will meet with COUNTY to discuss the determination and the need
for a supplemental agreement. COUNTY will pay all FDEP review and application fees.
This scope assumes that there will be no U.S. Army Corps of Engineers permitting required for this
project.
TASK 500 — PUBLIC INVOLVEMENT ASSISTANCE
501— Coordination with project team
501.1 Project review and coordination with team
Page 13 of 20
Seventh Amendment to Agreement # 04-3673
Packet Pg. 747
11.J.a
The CONSULTANT will meet initially with the CONSULTANT to strategize together
on project planning with regards to the public and affected parties. Both will coordinate
activities so that the CONSULTANT can pro -actively notify residents of activities.
501.2 Attendance to progress meetings
The CONSULTANT shall attend all progress meetings with project team.
501.3 Attendance at Coordination Meetings with County Staff/Officials
The CONSULTANT shall attend meetings with COUNTY staff for briefings to elected
officials.
501.4 Attendance to kick-off meeting
The CONSULTANT shall attend the kick-off meeting.
502 — Public Involvement Activities
502.1 Dever Public Involvement Plan (PIP)
Develop a draft Public Involvement Plan for the DIW and Site Work Phase. The plan
will detail the stakeholders that will be involved in the process, and when and how they
will be involved. The plan will be divided into three primary phases — project purpose
and alternative identification; alternative selection; and preliminary design. Plan will
include requirements related to public communications, including potential public access
to project website, quarterly project newsletters, e-mail notifications, public forums, and
open house(s).
Prepare and submit a draft Public Involvement Plan to the COUNTY for review and
approval. Upon receipt of comments, submit a final Public Involvement Plan to the
COUNTY for distribution.
502.2 Prepare mailing list database
The CONSULTANT shall identify residents and businesses in the project area, permit
and review agencies, property owners and tenants adjacent to or within the five hundred
(500) feet of the project and other interested parties that may be designated by the Count
and prepare a mailing database of all such entities. The database will be added to and/or
updated on an as -needed basis.
502.3 Prepare email database
The CONSULTANT shall identify residents and businesses in the project area, permit
and review agencies, property owners and tenants adjacent to or within the five hundred
(500) feet of the project and other interested parties that may be designated by the County
and prepare an email database of all such entities. The database will be added to and/or
updated on an as -needed basis.
502.4 Newsletters (8)
The CONSULTANT shall prepare quarterly newsletters for distribution to elected
officials, public officials, property owners along the corridor, review committee members
and other interested parties. The newsletters will be sent by the CONSULTANT.
502.5 Assist with Project PowerPoint Presentation
Page 14 of 20
Seventh Amendment to Agreement # 04-3673
Packet Pg. 748
11.J.a
The CONSULTANT shall develop a project PowerPoint Presentation to be used for
meetings. The CONSULTANT shall assist with the PowerPoint Presentation.
502.6 Prepare and distribute Project Contact Cards
The CONSULTANT will be responsible for preparation of materials such as posters,
flyers and contact cards, as required, for upcoming construction activities, such as but not
limited to, driveway and street closures and other interruptions.
502.7 Onsite visits
The CONSULTANT shall schedule and attend onsite meetings with property
owners/tenants to discuss their concerns.
502.8 Advanced notification
The CONSULTANT shall prepare a notification letter to elected officials/ agencies,
property owners and interested parties.
502.9 Variable Message Boards/Neighborhood Signs
The CONSULTANT shall communicate and coordinate with the Contractor on
information for variable message boards and neighborhood signs.
5 02. 10 Preparation of press release, media/media interviews
At the beginning of and throughout the project as needed, the CONSULTANT shall
provide press releases to media and assist with media interviews.
502.11 Preparation of roadwatch/construction updates
At the beginning of and throughout the project as needed, the CONSULTANT shall
provide roadwatch reports and construction updates to the COUNTY.
502.12 Preparation of materials MOT information & maps, flyers
The CONSULTANT shall prepare maps and flyers depicting maintenance of traffic
affected the public including local detours.
503 — Public Meetings (2)
503.1 Secure meeting sites
The CONSULTANT will investigate potential meeting sites to advise the COUNTY on
their suitability. The COUNTY will pay all costs for meeting site rentals.
503.2 Postcard (2)
The CONSULTANT shall prepare a postcard (2) for distribution to elected officials,
public officials, property owners along the corridor, review committee members and
other interested parties as the invite to the public meetings. The postcards will be sent by
the CONSULTANT.
503.3 Preparation of press release
The CONSULTANT shall provide press releases to announcing the public
meeting.
503.4 Prepare advertisements (legal ad)
The CONSULTANT will prepare a public information meeting advertisement to be
Page 15 of 20
Seventh Amendment to Agreement # 04-3673
Packet Pg. 749
11.J.a
placed in the Naples News.
503.5 Development preparation of meeting materials
The CONSULTANT shall prepare the necessary materials for use in public meeting
including materials such as hand-outs, scripts or agenda for presentation, graphics for
presentation (to be mounted on boards district specify), briefing and debriefing of
COUNTY staff, displays of plans and report(s) for the public display, etc.
503 6 Attendance Setup and Breakdown at Public Information Workshop
The CONSULTANT shall schedule and attend one public meeting, assisting with
meeting setup and breakdown.
503.7 Tech Memorandum
The CONSULTANT shall also prepare a summary of the public meeting that includes all
copies of all materials shown or provided at the public meeting. The summary shall also
include a listing of all written comments made during or after the meeting and responses
to those written comments in the form of a meeting summary.
504 — Coordination with stakeholders
Conduct Key Internal Stakeholder Coordination Meeting
Conduct a coordination meeting with key internal project stakeholders as determined by the
COUNTY. The purpose of the meeting will be to solicit input and direction regarding potential
inter -relationships with this Project and other COUNTY projects, goals, objectives, and visioning.
Develop and distribute agenda prior to meeting, and document discussions in a meeting notes
summary.
Deliverables: Meeting Agenda and Summary Notes
Internal Stakeholder Coordination Meeting (1)
505 — Small Group Meetings
505.1 Small Group Meetings
The CONSULTANT may be required to attend small group meeting including
stakeholders, homeowner's associations, civic and business organizations.
505.2 Small group meeting materials
The CONSULTANT may be required to prepare meeting materials.
506 — Project Website
The CONSULTANT will prepare and maintain a project web site to provide information on
project events, construction progress maps and status. The CONSULTANT will provide a page
to respond to questions and solicit email for a list of interested stakeholders in order to provide
progress and/or informational electronic mailings.
507 — Public Inquiries
At the beginning of the project, the CONSULTANT shall establish a 24-hour telephone hotline and shall
maintain and record all calls throughout the project.
TASK 600 — CMAR COORDINATION
It is the COUNTY's intent to deliver the DIW and Site Work Phase using the Construction Manager at
Risk (CMAR) delivery method. The CMAR will be initially contracted to provide pre -construction
Page 16 of 20
Seventh Amendment to Agreement # 04-3673
Packet Pg. 750
11.J.a
(design) phase services, including but not necessarily limited to the following efforts:
• Develop and progressively update a detailed "open book" cost model based on current market
conditions to confirm budgets and help guide design decisions.
• Develop a construction management plan and schedule in advance of construction.
• Provide alternative system evaluation and constructability reviews.
• Develop long -lead procurement strategies and potentially initiate early procurement of long -lead
items.
• Assist in the permitting process.
• Provide procurement services for selection of key subcontractors and suppliers.
• Develop a guaranteed maximum price (GMP) for construction for COUNTY review and
consideration.
Assuming COUNTY acceptance of the GMP, the CMAR will then provide all services required of a
general contractor, including self -performance and subcontractor procurement and management, during
subsequent construction and post -construction phases of the Project.
The relationship between the CMAR and CONSULTANT is intended to be collaborative and proactive,
with both participating as advisors to the COUNTY during the design (pre -construction) phase. It is the
COUNTY's desire to incorporate a contractor's perspective and input to the Project planning and design
decisions, and to leverage the ability for early procurement and phased construction prior to full
completion of design.
The following tasks define the specific efforts to be performed and completed by the CONSULTANT
during the pre -construction (design) phase of the Project.
601 — Draft CMAR Pre -Construction Contract Development
Coordinate with the COUNTY to provide input and review of the CMAR Pre -Construction Phase
contract, with particular emphasis on CMAR scope of work activities as they relate to the specific
CONSULTANT scope and associated assumptions.
Deliverables: Written comments to draft CMAR Pre -Construction Phase Contract
602 — Cost Model and GMP Review and Validation
Coordinate with CMAR and COUNTY to provide input and information on equipment and other
major capital cost items throughout design phase. Review and validate the initial cost models
developed by CMAR. Cost validation activities will include a review and verification of direct and
indirect costs, CMAR fee and CMAR contingency; review/audit supplier and subcontractor quotes
and request supplemental quotes, as necessary; compare costs with other applicable projects; and
perform review of risk analysis model and/or cost contingencies developed by the CMAR. Indirect
costs included in the CMAR cost model will include applicable general conditions and general
requirements, bonds, insurance and sales tax.
Using the cost models and GMP(s) as the basis for the total construction cost(s), coordinate with
the COUNTY regarding additional COUNTY administrative costs, engineering fees, construction
administration and inspection fees, and (if applicable) COUNTY contingency to develop a Total
Project Cost Estimate.(TPCE).
NOTE: A parallel cost estimate will not be performed by the CONSULTANT. Any parallel cost
estimate or additional procurement and/or coordination with a third -party cost estimator for
additional cost model and GMP validation will be handled as an additional service, if desired by
the COUNTY.
Page 17 of 20
Seventh Amendment to Agreement # 04-3673,
Packet Pg. 751
11.J.a
Deliverables: Written recommendation(s) to COUNTY regarding opinion of GNP(s)
acceptance
603 — Early Procurement Activities
Coordinate with CMAR and COUNTY to develop an equipment and materials procurement plan,
including identification of items to be selected and/or procured early based on "best value" or low -
bid strategies, and define the parameters associated with "best value" selection as applicable.
Those items selected for early procurement will also identify the acceptable manufacturers and
associated Bid Documents requirements.
Deliverables: Early Procurement Plan
604 — CMAR Construction Contract and Front End Documents Development
As part of the pre -construction [design] phase, coordinate with COUNTY in the development of
the CMAR Construction and/or Post -Construction Phase contract and applicable front-end
documents (Division 0 and 1). Front-end documents may be stand-alone specifications or
incorporated into the COUNTY's contract for CMAR services.
Deliverables: Draft CMAR Construction/Post-Construction Phase Contract and/or
associated Division 0 and Division 1 Front End Documents
605 — General CMAR Coordination
In addition to Task 602 and 603 efforts above, general coordination with CMAR will include, but
not necessarily be limited to:
• Soliciting input from CMAR during design development as appropriate;
• Provide input to construction management plan and schedule development;
• Evaluate alternative systems and materials proposed or suggested by CMAR;
• Respond to constructability review comments;
• Provide input to MOPO plan and schedule; and
• Attend subcontractor pre -selection meetings conducted by CMAR as appropriate.
NOTE: Should the COUNTY be unable or unwilling to accept the CMAR GMP and instead
decide to procure and deliver the Project using a traditional "Design -Bid -Build" delivery method,
subsequent modifications to the front-end documents, technical specifications, and associated
design drawings specifically applicable to the CMAR delivery method will be handled as
additional services, if desired by the COUNTY.
Additional services for bidding, including preparation of Bid Document sets, participation on a
pre -bid conference, responding to Bidder questions, preparing applicable addenda, attendance at
the Bid opening, assistance in evaluation of Bids, and participation in a pre -construction
conference with the selected General Contractor will also be handled via additional services, if
desired by the COUNTY.
COUNTY RESPONSIBILITIES
Because of the nature of this project, certain assumptions apply to this Scope of Services. To the extent
possible, these assumptions are stated within this document and are reflected in the budget. If the project
task requirements are different from the assumptions presented in this Scope of Services, or if the County
desires additional services, the resultant change in scope will serve as a basis for amending this project
assignment or initiating the development of a new project assignment as agreed to by both the County
Page 18 of 20
Seventh Amendment to Agreement # 04-3673
Packet Pg. 752
11.J.a
and Carollo.
DELIVERABLES
Because of the nature of this project, certain assumptions apply to this Scope of Services. To the extent
possible, these assumptions are stated within this document and are reflected in the budget. If the project
task requirements are different from the assumptions presented in this Scope of Services, or if the County
desires additional services, the resultant change in scope will serve as a basis for amending this project
assignment or initiating the development of a new project assignment as agreed to by both the County
and Carollo.
Page 19 of 20
Seventh Amendment to Agreement # 04-3673
Packet Pg. 753
11.J.a
00,"MIJIr-N ij
Contract Amendment No. 7 to Contract #04-3673
Professional Engineering Services for the Design of the Northeast WRF and WTP
BUDGET AND PAYMENT
This project will be delivered on a Time & Materials (T&M) basis and invoiced monthly. The table
below provides a task -wise budget breakdown.
Task
Fee
Task 1— Project Management T& )
$99,922
Task 2 — Quality Management T&
$6,543
Task 3 — Deep Injection Well IW Development T&
$1,019,446
Task 4 — Site Development T&M)
$295,888
Task 5 —Public Involvement T&
$144,564
Task 6 — CMAR Coordination T&
$70,899
Total
$1,637,262
The County shall pay Carollo in accordance with the terms and conditions in contract #04-3673 and based
upon invoices submitted by Carollo for services incurred.
SCHEDULE
The table below lists anticipated duration of each task.
Task
Duration(Months)
Task 1— Project Management
36
Task 2 — Quality Management
36
Task 3 — Deep Injection Well (DIW) Development
24
Task 4 — Site Development
18
Task 5 — Public Involvement
36
Task 6 — CMAR Coordination
36
All aspects of this Scope of Services will be completed within 36 months after receipt of notice to
proceed.
Page 20 of 20
Seventh Amendment to Agreement # 04-3673
Packet Pg. 754
i
Collier County
NEUF Design Criteria Update
,1
Technical Memorandum 1
TECHNICAL DESIGN
CRITERIA UPDATE:
NEUF TREATMENT
CAPACITY PHASING
REVISED FINAL I August 2018
C car,..0*1%o
(zAev County
Collier County
NEUF Design Criteria Update
TECHNICAL MEMORANDUM 1
Technical Design Criteria Update:
NEUF Treatment Capacity Phasing
REVISED FINAL I August 2018
TECHNICAL DESIGN CRITERIA UPDATE: NEW TREATMENT CAPACITY PHASING I COLLIER COUNTY
Contents
Technical Memorandum 1 -Technical Design Criteria Update:
NEUF Treatment Capacity Phasing
1.1 Background and Purpose 1-1
1.2 Potable Water Treatment Capacity Phasing 1-2
1.3 Wastewater Treatment Capacity Phasing 1-2
Tables
Table 1.1 Potable Water Phasing 1-2
Table 1.2 Wastewater Phasing 1-2
Figures
Figure 1.1 North East Service Area Boundary 1-1
REVISED FINAL I AUGUST 2018 I i
C
pw:pCarollo\Documents\Client/FL/Collier County/1126G00/Dehverable5�TM1
TECHNICAL DESIGN CRITERIA UPDATE: NEUF TREATMENT CAPACITY PHASING I COLLIER COUNTY
Technical Memorandum 1
TECHNICAL DESIGN CRITERIA UPDATE:
NEUFTREATMENT CAPACITY PHASING
1.1 Background and Purpose
The Orange Tree Service Area was integrated into the CCWSD on March 1, 2017. Acquisition of
Golden Gate City Utilities from the Florida Governmental Utility Authority is anticipated in early
FY 2018. To serve the current potable water service area, including the Orange Tree area and a
proposed development SR 846 Land Trust, new treatment capacity will be required in FY 2023.
The proposed Northeast Service Area (NESA) will be served ultimately by the Northeast Utility
Facilities (NEUF) at build out. The NESA is shown on Figure 1 and is bounded generally by Twin
Eagles on the west, Rural Lands West on the East, and the Immokalee WSD to the North.
The NEUF are sited on 147 acres of County owned land at the east end of 39th Ave NE.
100 percent design documents were completed in 2010. The NEUF program has been
reactivated, starting with an update to the design criteria. This TM has been prepared to update
the phasing and build out capacities associated with the NEUF design criteria update.
Figure 1.1 North East Service Area Boundary
49 CM-- - KN111 REVISED FINAL I AUGUST 2018 1 1-1
TECHNICAL DESIGN CRITERIA UPDATE: NEUF TREATMENT CAPACITY PHASING I COLLIER COUNTY
1.2 Potable Water Treatment Capacity Phasing
The capacity phasing for water treatment as originally planned and currently designed includes
an initial Phase 1 of 15 mgd delivered in two increments (Phase 1A at 10 mgd expanded to
15 mgd through Phase 113). Subsequent phases were anticipated to expand capacity to 30 mgd
(Phase 2) and 45 mgd (Phase 3).
Using current (May 2018) Northeast planning projections and the goal of providing desired
potable water treatment level of service in rational increments, the revised design criteria
capacity for the Northeast WTP is established as 5 mgd Phase 1 and 10 mgd Phase 2 (with design
considerations allowing ultimate 15 mgd treatment capacity required to serve the Northeast).
An additional 5 to 15 mgd of potable watertreatment capacity could be constructed at the
Northeast WTP to serve the existing CCWSD service area as it expands to build -out and to
provide a level of reliability to the existing North and South County Regional WTPs.
See the table below for a comparison between the original and proposed phasing.
Table 1.1 Potable Water Phasing
Phase 1A: 10 mgd
Phase 1: 5 mgd
Phase 1B: +5 mgd =15 mgd Phase 2: +5 mgd =10 mgd
Phase 2: +15 mgd = 30 mgd
Phase 3: +15 mgd = 45 mgd
1.3 Wastewater Treatment Capacity Phasing
Phase 3: +5 mgd =15 mgd
The capacity phasing for wastewater treatment as originally planned and currently designed
includes an initial Phase 1 of 4 mgd. Subsequent phases were anticipated to expand capacity to
8 mgd,16 mgd, and 20 mgd through Phases 2, 3, and 4.
Using current (May 2018) County Northeast planning projections and the goal of providing
desired wastewater treatment level of service in rational increments, the revised design criteria
capacity for the Northeast WRF is established as 4 mgd Phase 1 and 8 mgd Phase 2 (with design
considerations allowing ultimate 12 mgd treatment capacity required to serve the Northeast).
An additional 4 to 8 mgd of wastewater treatment capacity could be constructed at the
Northeast WRF to serve the existing CCWSD service area as it expands to build -out and to
provide a level of reliability to the existing North County WRF.
See the table below for a comparison between the original and proposed phasing.
Table 1.2 Wastewater Phasing
Phase 1: 4 mgd
Phase 2: +4 mgd = 8 mgd
Phase 1: 4 mgd
Phase 2: +4 mgd = 8 mgd
Phase 3: +8 mgd =16 mgd Phase 3: +4 mgd =12 mgd
Phase 4: +4 mgd = 20 mgd
C REVISED FINAL I AUGUST 2018 1 1-2
Collier County
Northeast Utility Facility Design Criteria Update
Technical Memorandum 2A
TECHNICAL DESIGN CRITERIA
UPDATE: NORTHEAST WTP
FINAL I October 2018
ca ■■
�..J
Coer County
Collier County
Northeast Utility Facility Design Criteria Update
Technical Memorandum 2A
TECHNICAL DESIGN CRITERIA UPDATE:
NORTHEAST WTP
FINAL I October 2018
TM 2A I TECHNICAL DESIGN CRITERIA UPDATE NORTHEAST WTP I COLLIER COUNTY
Contents
Technical Memorandum 2A -Technical Design Criteria Update: Northeast WTP 2A-1
2A.1 Introduction
2A-1
2A.2 Background
2A-1
2A.3 Capacity
2A-2
2A.4 Water Quality
2A-2
2A.4.1 Raw Water Quality Parameter Changes
2A-3
2A.4.2 Finished Water Quality Limit Changes
2A-3
2A.5 Process and Equipment Review
2A-3
2A.5.1 Groundwater Pretreatment
2A-4
2A.5.2 Freshwater Treatment
2A-7
2A.5.3 Disinfection
2A-12
2A.5.4 Finished Water Stabilization
2A-12
2A.5.5 Transfer Pump Station
2A-13
2A.5.6 Ground Storage Tanks
2A-14
2A.5.7 High Service Pumps
2A-15
2A.5.8 Chemicals
2A-15
2A.5.9 Waste Disposal
2A-20
2A.5.10 Instrumentation and Controls
2A-21
2A.5.11 Electrical Power
2A-21
Tables
Table 2A.1 Comparison of Original and Updated Northeast WTP Capacity
Requirements 2A-2
Table 2A.2 Raw Water Quality Parameters and Typical Finished Water Limits 2A-2
Figures
Figure 2A.1 Original Design Process Flow Schematic 2A-5
4111rcarollo- FINAL I OCTOBER2018 I i
pw://Carollo/Documents/Client/FL/Collier County(7126G00/Deliverables/TM2A
TM 2A I TECHNICAL DESIGN CRITERIA UPDATE NORTHEAST WTP I COLLIER COUNTY
Technical Memorandum 2A
TECHNICAL DESIGN CRITERIA UPDATE:
NORTHEAST WTP
2A.1 Introduction
Collier County (County) engaged Carollo Engineers, Inc. to review previous construction plans
and specifications for the Northeast Utility Facility (February 2010) to evaluate potential changes
in the plans and specifications required to bid the project. Pursuant to Task 3 of the Northeast
Utility Facility Design Criteria Update project, this memorandum summarizes the following for
the Northeast Water Treatment Plant (WTP):
• Design philosophies/concepts.
• Technology/operational preferences at existing County treatment facilities.
• Industry trends relative to technologies, controls and regulations.
• Recommended design updates.
These same design criteria impacting issues are summarized for the Wastewater Reclamation
Facility (WRF) separately in Technical Memorandum (TM) 2B.
2A.2 Background
The Northeast WTP Basis of Design was based upon the 2003 Master Plan and established in the
2005 Northeast Water Treatment Plant Basis of Design Report. This memorandum summarizes
the changes to the Northeast WTP basis of design (through 2018) resulting from new Northeast
Service Area development and water demand projections (as presented in TM 1), the current
understanding of the groundwater quality that would be treated, and other updates specific to
technology, County preferences, and industry trends affecting the treatment process and
equipment selected. This information will support a greater understanding of updates and
changes required to the Northeast WTP design criteria as the County plans to meet the future
needs of the Northeast Service Area.
The following major capacity and source water assumptions were used for the original design of
the Northeast WTP:
• Production capacities escalating from 10 million gallons per day (mgd) in 2009 to
40 mgd in 2025.
• A phased approached to adding capacity is acceptable and consideration should be
given for future expansion.
• Freshwater supply up to 10 mgd would be available from the Tamiami aquifer, which has
high hardness, high color and total organic carbon (TOC), and some hydrogen sulfide,
• Freshwater may not be available in the future due to regulatory changes or drought.
411rcarollo- FINAL I OCTOBER 2018 1 2A-1
TM 2A I TECHNICAL DESIGN N CRITERIA UPDATE NORTHEAST WTP I COLLIER COUNTY
• Brackish water supply up to 40 mgd would be available from the Lower Hawthorne
aquifer, with high total dissolved solids (TDS), high hydrogen sulfide, low color, and low
TOC.
• Finished water quality goals shall meet or be betterthan Florida Department of
Environmental Protection (FDEP) regulatory standards as of 2005.
2A.3 Capacity
The original design basis for production capacity was presented in the 2005 Northeast Water
Treatment Plant Basis of Design Report. The required capacity started at 10 mgd in 2009 with an
anticipated increase up to 40 mgd of finished water capacity by the year 2025. To accommodate
this rapid increase in the demand without building an initially oversized facility, the original
design used a phased approach that allows for increased capacity to be added to the treatment
systems as demand increased. However, as presented in TM 1, new estimates based upon recent
development projections in the County's Northeast service area estimate a required finished
water capacity of only 15 mgd as the ultimate capacity for the region. The updated design for the
Northeast WTP will have an initial capacity of 5 mgd with site layout considerations for a 15 mgd
facility. Table 2A.1 provides a summary of the Northeast WTP capacity requirements using a
capacity phasing approach similar to the original design.
Table 2A.1 Comparison of Original and Updated Northeast WTP Capacity Requirements
Initial Capacity Fresh + Brackish mgd 5+10 1.25+3.75
Expansion Modularity Fresh + Brackish mgd 10+20 2.5+7.5
Buildout Capacity Fresh + Brackish mgd 10+30 5+10
Notes:
(1) Reverse Osmosis (RO) Capacity equal to Brackish Supply (i.e., Lower Hawthorne Aquifer).
(2) Ion Exchange Capacity equal to Fresh Supply (i.e., Tamiami Aquifer).
2A.4 Water Quality
Two groundwater sources were used in the current Northeast WTP design and are assumed to
be available for the design updates. The Tamiami aquifer water source can be characterized as
freshwater, while the Hawthorne aquifer water is brackish. A summary of the raw water quality
and the associated finished water quality goal is provided in Table 2A.2, with parameters not
meeting the goals in bold type. Ultimately, the appropriate unit processes for treatment are
determined by the raw quality constituent levels and the finished water quality goals.
Table 2A.2 Raw Water Quality Parameters and Typical Finished Water Limits
Parameter Limits Tamiami
Temperature, °C - 25.8
pH
Alkalinity, mg/L as CaCO3
Hardness, mg/L as CaCO3
6.5 — 8.5(1)
60 to 80
40 to 50
7.6
260
250
31.3
7.7
220
1,245
CCPP, mg/L as CaCO3 4 to 10 33 38
Color, CU < 151) 20 <5
411rcarollo- FINAL I OCTOBER 2018 1 2A-2
TM 2A I TECHNICAL DESIGN CRITERIA UPDATE NORTHEAST WTP I COLLIER COUNTY
Table 2A.3 Raw Water Quality Parameters and Typical Finished Water Limits (Continued)
TDS, mg/L
Sodium, mg/L
Chloride, mg/L
< 500(1)
< 160(13
< 25 (1)
360
41
36
4,900 to 8,000
1,100
1,700
Fluoride, mg/L
< 2.0(2)
0.16
2
Sulfate, mg/L
< 250(1)
9.8
980
H2S, mg/L
0
4
8
Gross Alpha, pCi/L
< 15M
1.9±1.1
28±7.6
Radon, pCi/L
< 300/1000
147±30
675±55
Notes:
(1) Regulatory standard.
(2) County goal more stringent than regulatory standard.
C: Celsius mg/L: milligrams per liter
CaCO3: calcium carbonate
CU: Color Unit
H25: Hydrogen sulfide
pCi/L: picocurie per Liter.
2A.4.1 Raw Water Quality Parameter Changes
The raw water quality of both sources listed in Table 2A.2 were used in the original design and
have not changed. The range of TDS expected in the Hawthorne aquifer has also remained
consistent and the design range is anticipated to account for any rise in TDS that may occur
(i.e., assuming best management practice for well field design and operation). Since the raw
water quality of the aquifers has not changed, the updated design will utilize the same blend
ratio and general treatment philosophy.
2A.4.2 Finished Water Quality Limit Changes
The finished water quality limits presented in Table 2A.2 have been reviewed and updated to
meet current regulatory and County standards. Goals for the County's more stringent treatment
requirements were used in place of the regulatory limits, where applicable. The original design
would meet all of the limits and goals except for hardness and fluoride. Hardness does not have a
regulatory requirement, but is expected to be slightly greaterthan the County's goal. Fluoride
will need to be supplemented chemically, which is similar to what is practiced at the County's
other facilities, but the addition of a fluoride storage and feed system would be a change from
the original design.
2A.5 Process and Equipment Review
Figure 2A.1 presents a process flow diagram for the original design that consists of the following
treatment processes:
• Groundwater Pretreatment:
- Sand separation.
• Freshwater treatment (LowerTamiami aquifer):
- Anion exchange.
- Disinfection.
• Brackish water treatment (Lower Hawthorne aquifer):
- Cartridge filters.
- Reverse osmosis (RO) membrane feed pumps.
- RO membrane trains.
41rcarollo- FINAL I OCTOBER 2018 1 2A-3
TM 2A I TECHNICAL DESIGN N CRITERIA UPDATE NORTHEAST WTP I COLLIER COUNTY
— Permeate flush system.
— Degasifiers with odor control system.
Finished water and treatment support facilities:
— Disinfection.
— Post -treatment stabilization.
— Transfer pump station.
— Ground storage tanks.
— High service pumps.
— Chemical storage and injection.
— Waste stream disposal.
— Concentrate pump station.
— Instrumentation and controls.
— Electrical power.
The original design criteria, the County's existing water treatment facilities, industry trends, and
recommended design updates for each treatment process are presented below.
2A.5.1 Groundwater Pretreatment
2A.5.1.1 Original Northeast WTP Design
The original design presumes that the newly constructed fresh and brackish water supply wells
will produce sand, particularly during startup or after maintenance and redevelopment.
Therefore, stainless steel strainer type sand separators were included in the design for both
freshwater and brackish water pretreatment. The freshwater units were specified to remove
particles down to 25 microns and the brackish units down to 130 microns.
The sand separation system was designed to have a maximum pressure loss of 5 pounds per
square inch (psi), at which point an automatic backwash cycle would be triggered. The flush
water used during backwashing would then be treated with chlorine to oxidize hydrogen sulfide
and conveyed to lined drain beds to allow gravity separation of sand from the flush water. The
clean flush water was to be disposed of to the injection well and the sand would be removed
from the beds periodically using a front end loader.
2A.5.1.2 Existing County Facilities
The County has had success using sand separation strainers at the South County WTP.
2A.5.1.3 Industry Trends
When sand is present or is likely to be present in a source water, sand separators are often
utilized for pretreatment prior to membrane and ion exchange processes to eliminate excessive
maintenance (e.g., cartridge filter replacements) and prevent costly damage to membranes,
resins, and equipment. Because the removal efficiency of a cyclone type separator is sensitive to
changes in flow, strainer type sand separators are utilized when flow rates are variable to reduce
the controls and number of units required, and to provide an absolute barrier for sand particles.
2A.5.1.4 Recommended Design Updates
Taking into account past experience, the relatively low capital and operational costs, and
reduced potential equipment damage, sand separators forfresh and brackish water
pretreatment are recommended. The number of units will require modification due to the
change in treatment capacity, however the sizing of the sand separators and backwash system
remains unchanged from the original design.
41rcarollo- FINAL I OCTOBER 2018 1 2A-4
TM 2A I TECHNICAL DESIGN CRITERIA UPDATE NORTHEAST WTP I COLLIER COUNTY
FROM
FRESHWATER
WELLS
FROM
BRACKISH
u u
WELLS
ANHYDROUS
CARBON
A.IAMONIA
DIOXIDE
[AAJ
(CO2)
SAND SEPARATORS
=-4Xti
LEGEND:
METER
PHASE
-- PHASE
--d SAMPLE
LAB SIN
tB1=�t�s Ip: snoe
PRAWN
RCM
CHECKED
BCY o lC
PATE
W.E
F DESCRIPTION SEPT. 2009
Mip�projxMne�aeldre�AneO]3��NEWfdYfP_e�R 7-06 Mjt WE 10 M if%�T J]PP
Figure 2A.1 Original Design Process Flow Schematic
810SCRUBBER
NUTRIENT FEED
[NUT]
CIP
TRNIi NE�
L 2
RO CLEAN -IN -PLACE
SYSTEM
I
I
CONCENTRATE
PUMP STATION
LIMESTONE
CONTACTORS
(FUTURE)
SODIUM
HYPOCHLORITE
(SH)
*VWUF—u
NORTHEAST WRF/WTP PROJECT — PHASE 1
5 ° R%W-
pRI NL gGN4
DRAWING NO
! n i II n • ■ r i
e u}
[gip eCA LQbi"�y
rENTP - GENERAL NECwwICAL
D®,-
GM-60-01
Opt NORTH RASOTA, F 342,3OAD, SUITE SD6
sARasarA, FL 34232
PHASE 1 AND 2
INCH CN
F HOM,ST
PHONE: (941) 371-9932 FAX: (941) 371-9873
CA COMS71
PROCESS FLOW SCHEMATIC
H
S�'-Le' ACC�ORfIINOLT
4111rcaro►►o-
FINAL I OCTOBER 2018 12A-5
TM 2A I TECHNICAL DESIGN N CRITERIA UPDATE NORTHEAST WTP I COLLIER COUNTY
- This page intentionally left blank -
41rcaroflo- FINAL I OCTOBER 2018 1 2A-6
TM 2A I TECHNICAL DESIGN CRITERIA UPDATE NORTHEAST WTP I COLLIER COUNTY
2A.5.2 Freshwater Treatment
Below is a summary of the freshwater treatment system, its purpose, related industry trends,
and updates recommended forthe revised design.
2A.5.2.1 Original Northeast WTP Design
The freshwater supply requires treatment, prior to blending, for removal of hydrogen sulfide and
color, without removing calcium and carbonate alkalinity, which are needed for RO permeate
post -treatment. The original design uses anion exchange resin in fixed bed vessels to remove
color, disinfection byproduct (DBP) precursors, and sulfide.
The anion exchange units were designed to treat a set volume of water prior to automatic
regeneration. During a regeneration cycle, the unit would be taken off line and soaked in a
sodium chloride (brine) solution, which replaces adsorbed ions with chloride. The regeneration
waste would be disposed of through the deep injection well.
Downstream of the anion exchange system is a chlorine injection point to oxidize any remaining
hydrogen sulfide. Removal of DBP precursors in the anion exchange system will reduce the
formation of DBP to below the regulatory limits. This point of chlorine additional also provides
additional hydraulic residence time for disinfection purposes.
2A.5.2.2 Existing County Facilities
The County does not currently use anion ion exchange systems at their water treatment
facilities.
2A.5.2.3 Industry Trends
Anion exchange has been proven to effectively remove color and DBP precursors, while reducing
hydrogen sulfide concentrations in treated groundwater throughout Florida.
2A.5.2.4 Recommended Design Updates
Since the anticipated fresh water quality has not changed and anion exchange is a cost effective
method to meet the County's finished water quality goals, an anion exchange system is
recommended. The number of the anion exchange units will require modification due to the
change in treatment capacity; however, the size of each unit and the ancillary equipment remains
unchanged. When test well water quality data becomes available, potential requirement of
additional sulfide removal prior to chlorination due to FDEP requirements (FAC 62-555.315(5)(a))
and should be investigated.
2A.5.2.5 Brackish Water Treatment
Below is a summary of the brackish water treatment system, its purpose, related industry trends,
and updates recommended forthe revised design.
2A.5.2.6 Cartridge Filters
Original Northeast WTP Design
Cartridge filters were provided in the original design as a protective measure to prevent solids
from reaching the RO membrane process. Solids, such as sulfur particles, fine sands, or silts will
result in RO membrane fouling and may cause serious mechanical damage to the RO
membranes. The cartridge filters were included to provide the final barrier to protect the
valuable RO membranes against fouling or damage from particles. Standard length (40 inch)
C Ca,—M-1- FINAL I OCTOBER 2018 12A-7
TM 2A I TECHNICAL DESIGN N CRITERIA UPDATE NORTHEAST WTP I COLLIER COUNTY
filters were used in the design, as they are readily available and relatively inexpensive. The
vessels were arranged to have a common inlet and outlet, allowing for redundancy of filters for
the entire RO system when units are taken out of service for maintenance or replacement of
cartridges.
Existing County Facilities
The County has several cartridge filter vessels at its North County and South County WTPs
Industry Trends
Cartridge filters are included with nearly all municipal RO membrane train designs to prevent
particulate fouling of the membranes. It is common to use vessels compatible with 40 inch
cartridge filters rated to remove particles 1 to 5 microns in size. As noted previously, cartridge
filters are the RO last form of protection for the membranes and should not designed as an
active treatment process (e.g., sand removal). Also, filter vessels may contain over one hundred
filter cartridges and cartridge replacement is a labor intensive process that should be minimized.
Recommended Design Updates
The number of the filter vessels will require modification due to the change in treatment
capacity; however, the size of each vessel remains unchanged.
2A.5.2.7 RO Feed Pumps
Original Northeast WTP Design
RO feed pumps were included in the original design to provide the energy needed to overcome
osmotic pressure and dynamic head losses through the RO system. Each RO train has a
dedicated pump located in a room separated by walls from the main process building to isolate
the heat and noise produced by the pumps. The room design had an overhead traveling bridge
crane to facilitate in the removal and installation of pumps for maintenance and future
expansion.
Due to the production capacity per RO train and the anticipated variable water quality in the
design, pumps to meet the full range of both the start-up condition (TDS = 4,900 mg/L) and the
worst -case future condition (TDS = 8,000 mg/L) are not available (i.e., feed pumps cannot turn
down speed across the range of total dynamic head (TDH) required without vibration issues
and/or efficiency problems). Therefore, the original design included provisions to accommodate
larger pump assemblies, such as pump cans capable of accepting additional pump stages, the
building height and hoist systems were sized for the longer pump assembly and larger motor,
and the electrical systems (conduit, motor control, and variable frequency drive (VFD) spacing)
would be capable of supporting a larger motor size.
Existing County Facilities
The County has vertical turbine RO feed pumps installed at its North County and South County
WTPs.
Industry Trends
Vertical turbine pumps are often used as feed pumps for brackish water RO membrane systems,
as they typically have high pumping efficiency and require a smaller footprint than horizontal
pumps.
Since the feed pressure requirement to produce a steady permeate flow for an RO train will
change overtime and different trains may have varying feed pressure requirements, it is
mrcarollo- FINAL I OCTOBER 2018 1 2A-8
TM 2A I TECHNICAL DESIGN CRITERIA UPDATE NORTHEAST WTP I COLLIER COUNTY
common to have a dedicated feed pump on a VFD for each train. This ensures that the pumps
are running at the most efficient operating point for each train at any given time.
When possible, a pump capable of handling start-up and worst case future scenarios at a high
efficiency point is preferred, but when such a pump is not available, accommodations can be
made to allow for higher operating pressures, if needed, in the future. When employing this
practice, safety factors and a conservative pump selection are used to ensure that the initial
pump will provide adequate service during its anticipated lifespan.
Recommended Design Updates
RO feed pumps will be necessary to meet the pressure requirements of the RO trains. The
updated design will continue to use vertical turbine pumps, a separated pump room, dedicated
pump for each RO train, and the pumps will be sized to handle initial (Phase 1) and future
(Phases 2 and 3) conditions without the need for future upsizing. However, the number and size
of the pumps will require modification due to the change in energy recovery technology
recommended.
2A.5.2.8 RO Trains
Original Northeast WTP Design
RO membrane trains were included in the original design as the primary process for the
treatment of hardness, sodium, chloride, fluoride, sulfate, TDS, and radionuclides in the brackish
water supply. A hybrid membrane design, a configuration that combines a low rejection first
stage with a high rejection second stage, was used to meet the goals of producing the best
permeate water quality with the lowest energy. The design also considered replacing the low
rejection membranes with high rejection elements if the water quality were to degrade in the
future; this change would also require increasing the size of the RO feed pumps, which was also
included in the design.
The original design includes an interstage booster pump to balance flux between the first and
second stage and a pressure exchange device for energy recovery. The pressure exchange device
uses the pressure in the waste concentrate stream to pressurize a portion of the raw water feed
flow. Each train would have its own booster pump and pressure exchanger, with shelf spares and
rebuild kits for redundancy.
Existing County Facilities
The County has RO membrane trains with energy recovery units at the North County and
South County WTPs. The South County WTP RO trains utilize turbo pumps without motors for
energy recovery, while the North County WTP trains use a turbine driven booster pump that
includes a motor (i.e., LP-HEMI by FEDCO). No issues were reported on the turbo pumps:
however, the North County WTP experienced VFD faults during start-up and the system
currently runs at 98 percent speed, indicating that the motors were undersized for the
LP-HEMI system.
Industry Trends
Brackish water RO membrane treatment is common in Florida and has become more prevalent
over the past two decades as traditional fresh water withdrawals have reached their sustainable
limit in many parts of the State. The use of energy recovery devices on RO trains treating
brackish water with the range of TDS anticipated at the Northeast WTP is also a common
practice, as the energy cost savings over the life of the device exceed the capital, operations, and
411rcarollo- FINAL I OCTOBER 2018 1 2A-9
TM 2A I TECHNICAL DESIGN N CRITERIA UPDATE NORTHEAST WTP I COLLIER COUNTY
maintenance costs. Two common energy recovery device types used in municipal RO systems
are pressure exchangers and turbines/turbos.
Pressure exchangers transfer excess pressure directly from the RO concentrate to the feed
water. These devices have very high energy recovery efficiencies compared to turbine based
technology and reduce the overall feed pump size. Pressure exchangers have more moving parts
than a turbine configuration, multiple units are often required on each RO train, and the
configuration still requires an interstage boost pump.
Turbos use a turbine to convert the excess RO concentrate pressure to mechanical power that is
then used to boost the interstage feed water pressure with pump that shares a common shaft
with the turbine. A motor can be added to the turbo unit to give more control over the flow
distribution in the RO train array, which results in more consistent water quality and longer runs
between membrane cleaning cycles, saving downtime and associated costs. The consistent flow
rates also provides data that is easier for operators to interpret and thereby make more effective
cleaning decisions.
Recommended Design Updates
Since brackish water will be a water source for the Northeast WTP, RO trains will also be used in
the updated design. The total number of RO trains will require modification due to the change in
treatment capacity. The size of the RO trains will also be consistent with the original design for
the updated Phase 2 and Phase 3 design condition. The Phase 1 trains are recommended to be
expandable to the Phase 2 and Phase 3 conditions by adding vessels. The membrane feed pumps
and interstage pumps will not require modification between Phase 1 and Phase 2 conditions.
The projected water quality and goals related to RO treatment have not changed, so energy
recovery will still be incorporated in the design. Based on prior analysis performed for the
original design in 2010, pressure exchanger equipped RO trains would require less energy to
operate than a standard turbo. However, since that analysis was performed, Carollo and the
County have had success with motor assisted turbos which were a less proven technology at the
time of the original design.' A motorized turbo would replace the interstage boost pump, and
while it does not recover as much energy as a pressure exchanger, it provides consistency with
technology at the North County WTP, reduces the mechanical complexity of the RO train, and
provides better RO array flow distribution control than the turbo pumps used at the South
County Regional WTP, thereby providing operations staff with operational data that is easier to
interpret. Taking this into account, along with the benefits described previously, the
recommendation for the updated design is to include a turbo with motor for each RO train.
2A.5.2.9 Permeate Flush
Original Northeast WTP Design
A permeate flush cycle that is initiated when an RO membrane train is taken off-line was
included in the original design. The purpose of this flush was to reduce conditions that could lead
to scaling and corrosion, such as negative head conditions caused by membrane "suck back' and
prolonged contact with brackish water. Chlorine is detrimental to RO membranes, so the flush
1 Carollo has successfully implemented LP-HEMI pumps, like those used at the North County WTP in
six locations and has properly sized the pumps for these installation so that the units are not limited,
like those at the North County WTP. Each project is unique and requires careful engineering
consideration to achieve the proper design condition.
411rcarollo- FINAL I OCTOBER 2018 1 2A-10
TM 2A I TECHNICAL DESIGN CRITERIA UPDATE NORTHEAST WTP I COLLIER COUNTY
water supply was taken downstream of the degasifiers prior to caustic soda and chlorine
injection. Any remaining hydrogen sulfide would be removed from the flush system using
granular activated carbon adsorbers. To ensure that permeate water would be available for
complete RO system shutdown, storage tanks and flush pumps were included in the design.
Existing County Facilities
The County performs a permeate flush on the RO membrane trains at its North County and
South County WTPs.
Industry Trends
Using permeate water to flush a RO membrane train prior to being taken offline is a relatively
easy to implement best management practice that is commonly performed to help reduce
scaling and corrosion issues for warm, high chloride brackish waters.
Recommended Design Updates
The updated design will continue to have a RO permeate flush system. However, the change in
RO train design (i.e., energy recovery technology used) has increased the number of granular
activated carbon (GAC) adsorbers and permeate flush pump size. The pump type and permeate
storage tank volume remain unchanged.
2A.5.2.10 Degasifiers
Original Northeast WTP Design
Hydrogen sulfide concentrations in the brackish water supply are anticipated to reach up to
8 mg/L. Since RO membrane processes do not remove hydrogen sulfide, packed tower aeration
degasifiers were included in the design. To ensure at least 95 percent removal of sulfide, the
permeate water pH is lowered to 5.8 using carbon dioxide (CO2) injection upstream of the
degasifiers. As the sulfide laden water enters the top of the degasifiers, blowers push fresh air up
through the packing in the towers, stripping hydrogen sulfide from the water. The degasifiers
were designed to be taken off-line separately and cleaned without the need to take any common
piping or sumps out of service.
Once the sulfide is removed from the water, the process air it is treated by an odor control
system. The first stage of odor control is a biological filter that will act as a passive system to
remove the majority of hydrogen sulfide from the air. A second stage of odor control is included
to ensure complete air treatment and consists of a chemical scrubber, which would maintain a
high pH through addition of caustic soda to transfer gas phase hydrogen sulfide to soluble
bisulfide (HS-). Makeup water for the chemical scrubber is from the permeate supply to minimize
mineral scaling on the packing material.
Existing County Facilities
The County uses packed tower degasifiers and chemical odor control systems at its North
County and South County WTPs.
Industry Trends
Hydrogen sulfide is common constituent in Florida groundwater and many utilities have opted to
use packed tower degasifiers to treat it as they are easy to operate and provide consistent
removal efficiencies. The largest drawback to degasifiers is often odor control, which is typically
addressed with biological and/or chemical scrubbers. Biological scrubbers can be sensitive to
long off-line periods may require hours or several days to re -acclimate and establish consistent
411rcarollo- FINAL I OCTOBER 2018 1 2A-11
TM 2A I TECHNICAL DESIGN N CRITERIA UPDATE NORTHEAST WTP I COLLIER COUNTY
sulfide removal at start-up. Therefore, chemical scrubbers are used to complete the treatment
when located in residential or other sensitive areas.
Advanced oxidation (e.g., ozone) is another option for the treatment of hydrogen sulfide.
However, this type of treatment process requires significantly more energy than degasifiers and
may produce regulated byproducts.
Recommended Design Updates
Since the brackish water supply wells are laden with hydrogen sulfide, packed tower aeration
degasifiers and odor control systems are included in the updated design. The number of the
units will require modification due to the change in treatment capacity, however the size of the
degasifiers and odor control units is unchanged from the original design.
2A.5.3 Disinfection
Original Northeast WTP Design
The original design uses liquid chlorine stored in ton cylinders for disinfection. Chlorine would be
injected in two locations, one downstream of the degasifiers and the other downstream of the
anion exchange process. The dose and residence time in the equalization tanks allow for ample
contact time to meet the FDEP disinfection requirements. Ammonia is injected prior to the
ground storage tanks to create chloramines that provide the required residual disinfectant. A
secondary chlorine injection point located downstream of the high service pumps would be used
to trim the chloramine concentration prior to entering the distribution system. The facility is also
designed for free chlorine residual to support distribution system maintenance activities.
Existing County Facilities
The County uses chlorine disinfection with chloramination for distribution residual at its North
County and South County WTPs.
Industry Trends
Free chlorine is a common disinfectant used throughout Florida, particularly at treatment
facilities with processes to remove DBP precursors. Chloramination is also used to further
decrease DBP formation in many distribution systems.
Recommended Design Updates
The disinfection scheme and chemical injection locations are not anticipated to change in the
design. Individual chemical types and consumption are described in detail elsewhere in this TM.
2A.5.4 Finished Water Stabilization
Original Northeast WTP Design
In the original design the degasified RO permeate water is not suitable for use as a public water
supply without additional treatment. In addition to removing salinity, the RO membrane process
also removes calcium and bicarbonate/carbonate ions, and the resulting water has unacceptably
low levels of calcium hardness and alkalinity. Without additional treatment, the degasified RO
permeate would be unappealing aesthetically, poorly buffered against changes in pH, and
corrosive. To render the degasified RO permeate suitable for distribution requires the addition of
calcium, carbonate alkalinity, and pH adjustment.
41rcarollo- FINAL I OCTOBER 2018 1 2A-12
TM 2A I TECHNICAL DESIGN CRITERIA UPDATE NORTHEAST WTP I COLLIER COUNTY
Two basic sources of calcium and carbonate for post membrane treatment of the RO permeate
were considered:
• The native calcium carbonate hardness in the freshwater supply sources.
• Chemical addition of calcium carbonate, such as a limestone contactor system.
The original design uses caustic soda to adjust the RO permeate pH followed by blending anion
exchange treated freshwater at blend ratio between 2:1 to 3:1 as the primary post -treatment
method. However, considerations were made to allow for the future installation of limestone
contactors if freshwater supplies become unavailable and the facility must be run as a
standalone brackish RO plant.
Existing County Facilities
The County blends RO permeate with treated freshwater at its North County and South
County WTPs. The South County WTP treats the freshwater with lime softening prior to
blending, while the North County WTP treats freshwater with nanofiltration. The source of the
freshwater at these facilities is from the same aquifer that is proposed for the Northeast WTP
freshwater wells.
Industry Trends
Blending freshwater with RO permeate is a common practice in Florida. Freshwater typically is
inexpensive to produce and RO facilities are often located at water treatment plants that also
have a freshwater source. Some drawbacks to using blending for post -treatment are that
RO system is dependent on the freshwater source, which must always be available and
consistent in water quality and quantity, and that additional treatment may be needed for the
freshwater, reducing the cost benefit of blending.
Limestone contactors have also been used to successfully post -treat RO permeate. These
systems are simple to operate and do not need automated processes to function properly.
However, the contactors add another treatment process that requires maintenance, the units
have a relatively large footprint, and add to the capital cost of the facility.
Another common post -treatment option is to bypass a portion of the raw brackish water around
the RO system, thus reintroducing native calcium hardness and alkalinity to the finished water.
However, the water quality for the Northeast WTP brackish wells prevent adequate amounts of
calcium and alkalinity to be contributed back to the RO permeate without exceeding other
parameters that the RO system is treating (e.g., chloride, TDS, etc.).
Recommended Design Updates
Since the feed water quality parameters and finished water goals have not changed, freshwater
blending at the original design blend ratio is recommended. Updated treatment unit capacities
throughout the facility maintain this blend ration. It is also recommended that a potential future
limestone contactor system remain in the updated design to account for the potential loss of
freshwater capacity.
2A.5.5 Transfer Pump Station
Original Northeast WTP Design
In the original design, the RO permeate and anion exchange treated freshwater blend in the yard
piping. The blended water is treated with caustic soda, corrosion inhibitor, and chlorine and then
conveyed to equalization tanks. Vertical turbine pumps pull the finished water from the tanks
mrcarollo- FINAL I OCTOBER 2018 1 2A-13
TM 2A I TECHNICAL DESIGN N CRITERIA UPDATE NORTHEAST WTP I COLLIER COUNTY
and transfer it to the ground storage tanks that supply the high service pumps. The transfer
pumps are equipped with VFDs that vary the flow rate to maintain the equalization tank water
level.
Existing County Facilities
The County uses vertical turbine and horizontal centrifugal pumps at its North County and
South County WTPs.
Industry Trends
Vertical turbine pumps typically have very high efficiency and require a smaller footprint than
horizontal pumps and the suction can be located below grade. However, these pumps typically
have higher capital cost and are more difficult to install due to the cans and long pump column.
Vertical turbine pumps are often used when hydraulics dictate a below grade pump suction
installation, when flood elevations require pit mounted pumps, when large power requirements
exaggerate small efficiency improvements (i.e., leading to lower operating cost), or where space
is limited.
End -suction and split -case horizontal centrifugal pumps are typically easierto install, have a
lower capital cost, and more selection options than vertical turbine. However, these pumps may
not be as efficient as an equivalent vertical turbine pump and have a larger footprint.
Recommended Design Updates
To maintain the same hydraulic profile and pump access attributes, vertical turbine pumps are
still recommended in the updated design. Due to the change in treatment capacity, the number
of vertical turbine pumps and equalization tanks will need to be updated; however, the size of
the pumps and equalization tanks can remain the same as the original design. VFDs will continue
to be utilized to transfer the finished water without dewatering the equalization tanks.
2A.S.6 Ground Storage Tanks
Original Northeast WTP Design
Ground storage tanks are included in the original design to provide storage of finished water for
flow equalization between the treatment process and the fluctuating demands of the
distribution system (i.e., peak hour and fire flow). The tanks will be located above grade to meet
the FDEP requirement prohibiting construction of finished water storage below the groundwater
level. The tanks will be cylindrical and constructed of pre -stressed concrete.
Multiple tanks are included in the design to allow a ground storage tank to be removed from
service for cleaning or maintenance while the plant remains on-line. The tanks will also have
features to help maintain the freshness of the stored water, including, separate inlet and outlet
pipes, internal recirculation, piping configurations to allow parallel or series operation, and the
option to carry free chlorine residual through the tanks.
Existing County Facilities
The County has several ground storage tanks throughout its distribution system.
41rcarollo- FINAL I OCTOBER 2018 1 2A-14
TM 2A I TECHNICAL DESIGN CRITERIA UPDATE NORTHEAST WTP I COLLIER COUNTY
Industry Trends
Cylindrical pre -stressed concrete ground storage tanks are the most common method used to
store large quantities of finished water in Florida. Many areas of the state, including the County,
have high ground watertables and the potential for infiltration and other issues make below
ground storage not feasible. Pre -stressed concrete is also very cost effective over the lifespan of
the tank.
Recommended Design Updates
The number of ground storage tanks will change due to the change in production capacity;
however, the capacity and design of each tank remains unchanged. One tank is recommended
for Phase 1 of the project with additional tanks added in future phases. A tank mixer will be
added and the unusable tank volume minimized.
2A.5.7 High Service Pumps
Original Northeast WTP Design
A high service pump station is included in the original design to transfer finished water from the
ground storage tanks to the distribution system. These vertical turbine pumps are equipped with
VFDs, and will operate to maintain a pressure setpoint in the distribution system as demand
varies (i.e., sized for peak hour and fire flow). The high service pump station room also
incorporates the transfer pumps to control the noise generated by both systems. A traveling
bridge crane was included to remove and reinstall pumps during maintenance.
Existing County Facilities
The County has high service pump stations at its North County and South County WTPs.
Industry Trends
High service pumps are necessary to pressurize and transmit water through the distribution
system. High service pumps are operated to maintain positive distribution pressures for sanitary
purposes in accordance with FDEP regulations. Compared to horizontal pumps and end suction
pumps, vertical turbine pumps are often selected because of their comparatively high efficiency,
smaller footprint, and lower pump suction.
Recommended Design Updates
Since high service pumps are required to supply the water produced at the Northeast WTP, they
need to be included in the updated design. It is recommended to maintain the vertical turbine
pump selection due to their high efficiency, low pump suction (i.e., allowing tanks to be fully
drained) and small footprint. The number of high service pumps needs to be updated due to the
change in plant production capacity, however the size of the high service pumps can remain the
same.
2A.5.8 Chemicals
Several chemicals were included in the original design. Below is a summary of each chemical, its
purpose, related industry trends, and updates recommended for the revised design.
41rcarollo- FINAL I OCTOBER 2018 1 2A-15
TM 2A I TECHNICAL DESIGN N CRITERIA UPDATE NORTHEAST WTP I COLLIER COUNTY
2A.5.8.1 Chlorine
Original Northeast WTP Design
Chlorine is used for several purposes in the original design, including:
• Oxidation of residual hydrogen sulfide in freshwater and brackish water.
• Oxidation of hydrogen sulfide in sand separator backwash water.
• Primary disinfection of the freshwater.
• Secondary disinfection residual for the distribution system.
• Cleaning degasifiers.
Because of the treatment plant's production capacity and overall chlorine usage, the original
design uses gas chlorine delivered and stored in 1-ton cylinders. There is a standalone chlorine
storage and feed building. The cylinders are stored in a dedicated chlorine storage room located
next to a room containing the chlorinators used to control and convey the chemical to the
appropriate injection location.
Existing County Facilities
The County uses chlorine gas is at its North County and South County WTPs. However, the
County has converted over to 12 percent sodium hypochlorite at its wastewater treatment
facilities and would prefer hypochlorite at its water treatment plants, if feasible.
Industry Trends
The water treatment industry has shifted away from gaseous chlorine to sodium hypochlorite.
When released, gaseous chlorine is toxic and poses a danger to operators and the public. For the
past two decades, federal and state agencies have performed security reviews and raised
questions about the storage and transportation of chlorine. This had led to new and pending
regulations which have burdened water utilities with new, more stringent safety and security
requirements.
The most common alternative to gas chlorine is 12 percent sodium hypochlorite. For large water
treatment plants, sodium hypochlorite is typically delivered by the truck load (-5,000 gallons)
where it is transferred and stored in fiberglass reinforced plastic (FRP) or polyethylene bulk
storage tanks. Common practice is to ensure that the storage tanks are sized to receive at least
one full truck load and that 30 days of chemical are stored on -site. Excess storage of sodium
hypochlorite is undesirable, as the chemical is subject to degradation, particularly when exposed
to high heat and direct sunlight.
A smaller day tank that is filled from the bulk storage is then used to measure and feed sodium
hypochlorite chemical metering pumps. Various types of metering pumps are used, but it is
important that off -gassing is addressed in the design to ensure that the pumps and chemical
piping do not become gas -bound.
Another chlorine option is to produce a weak solution of sodium hypochlorite on -site. Sodium
hypochlorite generators use softened water, salt, and electricity to make a 0.8 percent
hypochlorite solution. These units can be sized up to produce several thousand pounds of
chlorine per day, but require very large storage tanks and salt storage areas, and typically have
high capital costs compared to bulk 12 percent sodium hypochlorite storage and feed systems.
411rcarollo- FINAL I OCTOBER 2018 1 2A-16
TM 2A I TECHNICAL DESIGN CRITERIA UPDATE NORTHEAST WTP I COLLIER COUNTY
Recommended Design Updates
Chlorine is still needed in the updated design for the same reasons as described in the original
design. The County has expressed interest in switching from liquid chlorine to 12 percent sodium
hypochlorite. This was not feasible in the original design, as it would have required an infeasibly
large volume of 12 percent hypochlorite to be stored on -site and near daily deliveries. However,
with the planned reduction in production capacity, sodium hypochlorite is now a viable option.
2A.5.8.2 Ammonia
Original Northeast WTP Design
Ammonia is used in the original design to form chloramines in the finished water. The anhydrous
ammonia storage and feed system is located in a standalone building. It is stored in horizontal
tanks and fed to the treated water prior to the ground storage tanks using an ammoniator.
Ammonia would be delivered in bulk by truck and transferred to the storage tanks.
Existing County Facilities
The County uses anhydrous ammonia for chloramine formation at its North County and
South County WTPs.
Industry Trends
Two forms of ammonia are typically used for municipal water treatment: anhydrous ammonia
gas and aqua ammonia solution. Anhydrous ammonia is readily available and dosing systems are
easy to operate. The gas is toxic and precautions need to be taken to prevent leaks and ensure
operator safety.
Aqua ammonia solution is a readily available chemical at a concentration of 19 percent. Aqua
ammonia systems require bulk storage, a day tank, and metering pumps. Aqua ammonia is also
prone to off -gas and inadequately ventilated chemical rooms can be unpleasant and/or
hazardous to work in.
Recommended Design Updates
Since the County is experienced in working with anhydrous ammonia, it is recommended that
the updated design continue to use it. The storage capacity and ammoniator design will require
modifications due to the change in treatment capacity.
2A.5.8.3 Scale Inhibitor
Current Northeast WTP Design
The original design uses scale inhibitor to condition the RO membrane system feed water and
prevent precipitation of sparingly soluble salts that would otherwise reach their saturation limits
in the RO concentrate and form membrane fouling scale. Scale inhibitor bulk storage tanks, day
tank, and metering pumps are located in the membrane process building as part of the original
design.
Existing County Facilities
The County uses scale inhibitor at its North County and South County WTPs.
Industry Trends
Scale inhibitor chemicals are often used in RO membrane facilities to prevent highly
concentrated salts in the concentrate stream from coming out of solution and fouling the
membranes. Some facilities use a strong acid, such as sulfuric acid, to lowerthe RO feed pH
mrcarollo- FINAL I OCTOBER 2018 1 2A-17
TM 2A I TECHNICAL DESIGN N CRITERIA UPDATE NORTHEAST WTP I COLLIER COUNTY
which can prevent some constituents from scaling. However, the County would like to avoid
using sulfuric acid as it difficult to handle and poses a risk to operators and scale inhibitors are
often a more economically viable solution.
Recommended Design Updates
Since RO membrane treatment is being utilized in the updated design, it is recommended that
scale inhibitor continue to be included in the design. The storage and feed system design will
require modifications due to the change in treatment capacity. The County would also prefer to
locate bulk chemical storage tanks outside the RO building on an elevated pedestal to allow
transfer to day tanks (located inside) by gravity.
2A.5.8.4 Carbon Dioxide
Original Northeast WTP Design
CO2 is used in the original design to lower the pH of the RO permeate entering the degasifiers.
CO2 is first dissolved in a side stream of high-pressure feed water to create carbonic acid, which
is then fed to the degasifier inlet pipe. The carbonic acid will allow the degasifiers to operate with
an inlet pH target of 5.8 for optimum air stripping of hydrogen sulfide.
Existing County Facilities
The County uses CO2 with high-pressure feeders at its South County WTP as part of its lime
softening process.
Industry Trends
CO2 is used at RO facilities to adjust the permeate pH for sulfide removal by degasification when
sulfuric acid is eliminated from the RO feed water pretreatment. CO2 is readily available and can
be easily stored and dosed for consistent pH adjustment results. It is preferred over other acids
because it is less of a hazard to operators and has fewer maintenance items. The use of carbonic
acid prior to air stripping also helps reduce buffering loss in the product water.
Recommended Design Updates
Since pH adjustment is necessary to remove hydrogen sulfide in the RO permeate using air
stripping, it is recommended to use CO2 in the updated design. The CO2 storage and feed system
design will require modifications due to the change in treatment capacity.
2A.5.8.5 Caustic Soda
Original Northeast WTP Design
Caustic soda is used in the original design to elevate the pH at multiple locations in the
treatment process, including:
• Anion exchange feed waterto optimize hydrogen sulfide removal by the anion exchange
media.
• Downstream of the degasifiers to achieve non -corrosive water.
• Chemical odor control scrubber for removal of hydrogen sulfide from the air stream.
Caustic soda will be delivered by truck and stored in bulk storage tanks and then transferred to a
day tank prior to being injected into the process streams by metering pumps. Bulk storage tanks,
a day tank, and metering pumps are located in the membrane process building as part of the
original design. Because 50 percent caustic soda solution is used in the design to minimize
4111rcarollo- FINAL I OCTOBER 2018 1 2A-18
TM 2A I TECHNICAL DESIGN CRITERIA UPDATE NORTHEAST WTP I COLLIER COUNTY
storage volumes, tanks and piping will be heat traced and insulated to prevent crystallization of
the solution.
Existing County Facilities
The County uses caustic soda at its North County and South County WTPs.
Industry Trends
Caustic soda is the most commonly used chemical to increase the pH in municipal water
facilities. It is typically delivered as a 25 percent or 50 percent solution. 50 percent solution
requires heat tracing and insulation of outdoor tanks and piping to prevent the caustic soda from
crystallizing. While this adds some capital cost, the reduced storage volumes and delivery
frequency typically results in 50 percent solution being more cost effective than 25 percent
solution.
Recommended Design Updates
Since pH adjustment is necessary for several processes, it is recommended to keep 50 percent
caustic soda in the updated design. The caustic soda storage and feed system design will require
modifications due to the change in treatment capacity. The County would also prefer to locate
bulk chemical storage tanks outside of the RO building on an elevated pedestal to allow transfer
today tanks (located inside) by gravity.
2A.5.8.6 Corrosion Inhibitor
Original Northeast WTP Design
Corrosion inhibitor is included in the original design as part of the County corrosion control
protocols. The chemical is stored in bulk storage tanks and then transferred to a day tank prior to
being injected into the process streams by metering pumps. Bulk storage tanks, a daytank, and
metering pumps are located in the membrane process building as part of the original design.
Existing County Facilities
The County uses corrosion inhibitor at its North County and South County WTPs.
Industry Trends
Corrosion inhibitors are used widely throughout Florida as a method to prevent metal from
leaching from distribution piping and residential plumbing into the potable water. Once a utility
has decided to implement a particular corrosion inhibitor, that chemical typically needs to be
dosed at all of the system's water source facilities.
Recommended Design Updates
Since corrosion inhibitor is part of the County's corrosion control plan, corrosion inhibitor
storage and feed facilities will also be included in the updated design. The corrosion inhibitor
storage and feed system design will require modifications due to the change in treatment
capacity. The County would also prefer to locate bulk chemical storage tanks outside the
RO building on an elevated pedestal to allow transfer to day tanks (located inside) by gravity.
2A.5.8.7 Hydrofluorosilicic Acid
Current Northeast WTP Design
The original design does not include a fluoride storage and feed system, resulting in a
concentration that is less than the County's finished water goal.
4111rcarollo- FINAL I OCTOBER 2018 1 2A-19
TM 2A I TECHNICAL DESIGN N CRITERIA UPDATE NORTHEAST WTP I COLLIER COUNTY
Existing County Facilities
The County uses hydrofluosilicic acid at its North County and South County WTPS to add fluoride
to their finished water.
Industry Trends
Fluoride is a naturally present constituent commonly found in Florida groundwater. When
natural fluoride concentrations are less than desired or are removed by the treatment process
(e.g., RO membranes), hydrofluosilicic acid is often added to meet the utility's goal (typically
around 0.7 mg/Q. While there are other methods to add fluoride, the most common and County
preferred option is hydrofluorosilicic acid.
Recommended Design Updates
To meet the County's fluoride goal and maintain consistency with the County's other water
treatment facilities, it is recommended that a hydrofluorosilicic acid system be included in the
updated design.
2A.5.9 Waste Disposal
Existing Northeast WTP Design
The following liquid waste streams are generated as part of the original design:
• Desander backwash.
• RO concentrate.
• Ion Exchange regeneration brine.
• Odor control blowdown.
• Membrane clean -in -place waste.
• Instrument sample drains.
• Degasifier clean -in -place waste.
• Sanitary wastes from plumbing.
Two available disposal locations are the deep injection well orthe sanitary sewer. All waste
streams will be disposed of through the injection well with the exception of the sanitary waste
and degasifier cleaning waste, which are disposed of to the sanitary sewer. Because the injection
well is shared with the water reclamation plant, WTP process wastes have an airgap to a pump
station that transfers the WTP wastes to the injection well. The pump station is located in the
membrane process building and consists of a below grade concrete tank with three isolatable
chambers and pit mounted vertical turbine pumps.
Existing County Facilities
The County operates deep injection wells at its North County and South County WTPs for
disposal of RO concentrate and other acceptable process waste streams.
Industry Trends
Many RO facilities in Florida utilize deep well injection for disposal of RO concentrate and other
acceptable process waste streams. These wells are often expensive to permit and install, but
have very low maintenance and operations cost. Other disposal options include surface water
discharge and zero liquid discharge alternatives. Waste water quality and anti -degradation
regulations make surface water disposal not feasible and zero liquid discharge technologies have
41rcarollo- FINAL I OCTOBER 2018 1 2A-20
TM 2A I TECHNICAL DESIGN CRITERIA UPDATE NORTHEAST WTP I COLLIER COUNTY
an extremely high capital cost and are very energy intensive, making them economically
infeasible.
Recommended Design Updates
Waste disposal by deep injection well(s) is recommended for RO concentrate and process waste
stream disposal. A waste disposal pump station will still be required and the number of pumps
and storage tanks will need to be updated due to the change in treatment capacity; however, the
pump size and tank size do not require update.
2A.5.10 Instrumentation and Controls
The original design of the instrumentation and controls were reviewed, compared to the
County's latest standards, and updated design criteria were developed using these standards
and County input. The results of this review are presented below.
Original Northeast WTP Design
• The original instrumentation and controls design includes an abundance of local human
machine interface (HMI) (touch screen panels).
• Local Printers were utilized.
• Several communication protocols were utilized. This includes DeviceNet, Profibus and
Modbus.
• Operator devices such as pilot lights and push buttons were utilized in many control
panels.
• Design included hardwired signals between the programmable logic controller (PLC)
and motor control center (MCC)/VFD.
Recommended Design Updates
• The updated design will eliminate the numerous local HMI screens currently shown on
the original design documents.
• A comparison between RS View and iFix software will be made prior to finalizing
updated design criteria.
• Network switches will be Cisco compliant - 9300 series or latest available. Allen Bradley
Stratix series will be utilized in the field and control panels.
• Internal networks will be virtual. Hardware and hardwire will be merged.
• Local network devices will land on local Ethernet switch via copper patch panel. Local
Ethernet switch will patched out to main trunk.
• Local printers will be eliminated. All reports will be transmitted electronically to the
central historian.
• Ethernet Communication will be the standard for process and supervisory control and
data acquisition (SCADA). Ethernet/Internet Protocol (IP) will be the standard for
input/output (1/0) and a Device Level Ring (DLR) will be designed with a redundant path.
• Ethernet instrumentation will be utilized where possible. This includes flow meters,
chemical analyzers and others.
• Flow meters will be preferred over thermal flow switches.
• Valves will be controlled and monitored in a traditional hardwired fashion. Valves will
further be monitored via HART protocol.
• The design should include the use of miniature circuit breakers over fuses, where
possible.
41rcarollo- FINAL I OCTOBER 2018 1 2A-21
TM 2A I TECHNICAL DESIGN N CRITERIA UPDATE NORTHEAST WTP I COLLIER COUNTY
• The County's control panel specifications will be included in the design.
• Uninterrupted power supply (UPS) manufacturers shall include with local network
monitoring.
• Server and Workstation hardware specifications will be updated.
• All monitors shall be minimum 32-inch and 4K resolution.
• HMI screen development will include High Performance specifications.
• Update HMI operating system to latest Windows level.
• Operating system specification shall be updated.
• Manufacturer of fiber optic patch panels will be updated to use the County's standards.
• Fiber Optic cable will be utilized from switch to switch.
• Multi -mode fiber optic cable shall be utilized throughout the design. For longer fiber
optic runs, single mode fiber optic cable will be utilized.
• Network rack details will be provided in the design.
• A workshop with the County staff will be necessary to discuss tagging.
• Each skid will have its own PLC and Ethernet switch. All trunk communication between
control panels shall be fiber optic cable. Copper Ethernet cabling will be limited to local
runs to devices.
• The new design shall include the following workstation arrangement:
— Clients for operators (minimum of three) with single monitor.
— Two servers in a non-failover configuration.
— Historian will be centralized. There will be one local historian and one remote
historian.
— One Development workstation with minimum of two monitors.
• SCADA and PLC networks will be on the same Ethernet switch hardware with virtual
segmentation.
• Fiber Optic transceivers will have fiber optic capability built in. The use of add on type
fiber optic connectivity will not be utilized.
• Main Ethernet switches will be configured in a stacked configuration with 100 percent
port redundancy for failover management.
Factory Talk vs iFIX:
A workshop was held 10/5/18 at Collier County with County SCADA personnel to
discuss the advantages of each software package.
The discussion in the workshop led to the fact that both software packages
provide SCADA graphics capability in similar ways. They both offer HMI
templates, efficient HMI concepts, alarm configuration and management
among other similarities.
Rockwell offers additional development features over iFIX:
One set of tags for the entire SCADA system. Most SCADA software
packages require a set of tags for the SCADA system and a different set
of tags for the PLC. As stated, Rockwell utilizes the one set of tags for
both the PLC and SCADA (Device based tags), this benefit significantly
reduces the amount of database development labor.
Rockwell offers standard (Add on Instructions - AOIs). AOIs are
programing instructions that are utilized throughout the PLC program.
No other software company offers the depth of knowledge when
41rcarollo- FINAL I OCTOBER 2018 1 2A-22
TM 2A I TECHNICAL DESIGN CRITERIA UPDATE NORTHEAST WTP I COLLIER COUNTY
considering AOIs. This offering reduces development time of the PLC
logic.
Rockwell offers pre -defined faceplates (screen templates) specifically
for each Rockwell standard AOI. This reduces labor for the SCADA
screens, graphics, & animation development. Utilizing Rockwell's Plant
Pax option, the pre -defined graphic faceplates and library of process
objects are linked directly to the PLC. This significantly reduces
development labor and assists with code inspection and
troubleshooting.
Rockwell FactoryTalk Alarms and Events provides a common,
consistent view of alarms and events throughout a FactoryTalk system.
Device based Alarms (Logix instruction based alarms) where Alarm
instructions in Logix processor detect alarm conditions and
publishes/routes the alarm information to FactoryTalk Alarms and
Events. This reduces development time and keeps 1/0 and logic
associated with Alarm management in the processor for monitoring
and troubleshooting. Server based tags are also supported.
In the coming years, significant costs will be incurred with either SCADA
software. iFIX Webspace is nearing its end of lifecycle. This means that if the
County continues with iFIX, significant costs will be incurred.
Moving in the direction of Rockwell for all plant SCADA systems will incur
significant costs as well.
A change to Rockwell Factory Talk Software will inhibit the use of the existing
centralized systems, (historian, webspace, reporting) for those plants not
utilizing iFIX. The centralized systems can be converted to Rockwell Software at
a proper schedule under Collier County's direction.
Collier County personnel display a pro -active approach in their design,
execution, operation and maintenance of their facilities. This is evident in the
following ways:
Collier County is actively executing the SCADA Master Plan Carollo
Engineers, Inc. completed for SCRWTP.
Operations staff continues to develop strategies to improve operations via
programming and efficient controls.
Engineering staff has developed and continues to improve programming
standards such as Add On Instructions, database structures, and High
Performance Graphics.
— All of the items noted above display a clear vision for Collier County of a very
consistent design and integration of the SCADA systems for each plant. With
consistency as a critical benefit, the VFDs, PLCs, and SCADA from the same
manufacturer would streamline the County's vision as displayed by all the work
performed. By selecting Rockwell for the SCADA system software, all the benefits
listed above would become a reality.
2A.5.11 Electrical Power
The electrical power system of the original design was reviewed and updates were developed
using the County's latest standards.
4111rcarollo- FINAL I OCTOBER 2018 1 2A-23
TM 2A I TECHNICAL DESIGN N CRITERIA UPDATE NORTHEAST WTP I COLLIER COUNTY
Recommended Design Updates
• Due to the reduced capacity of the water treatment plant and deferred construction of
the water treatment plant it is recommended that electrical power be changed to low
voltage.
• Standard VFDs for the County are Allen Bradley 753 and 755 series with Ethernet IP for
monitoring and control.
• Utilize smart MCCs, where possible.
• Submersible motors installed in artesian wells must have potted terminations including
the ground wire at the motor end. The potting will seal thejacket as well as the
conductor to prevent water intrusion and premature failure. If manufacturer cannot
accommodate this update, field potting will be necessary.
• Submersible electrical connections shall be sealed with heat -shrink that contains
sealant.
• Conductor labels shall be self -laminated printed labels.
• Cable marker begin point shall be past the initial bend ratherthan after 1/32 inch.
• As -built configurations will be required as well as electronically in device native formats.
This includes PLC (*.ACD), PanelView (*.PVA), VFDs (*.DNO), Ethernet switch
configurations, and any other device configurations.
• Electrical specifications for color schemes will be updated to the County standards.
• VFD specific cabling shall be utilized throughout the project, where applicable.
mrcarollo- FINAL I OCTOBER 2018 1 2A-24
Collier County
Northeast Utility Facility Design Criteria Update
Technical Memorandum 2B
TECHNICAL DESIGN CRITERIA
UPDATE: NORTHEAST WRF
FINAL I October 2018
ca ■■
�..J
Coer County
Collier County
Northeast Utility Facility Design Criteria Update
Technical Memorandum 2B
TECHNICAL DESIGN CRITERIA UPDATE:
NORTHEAST WRF
FINAL I October 2018
TM 2B I TECHNICAL DESIGN CRITERIA UPDATE: NORTHEAST WRF I COLLIER COUNTY
Contents
Technical Memorandum 213 - Technical Design Criteria Update: Northeast WRF 213-1
213.1 Introduction
213-1
2B.2 Background
213-1
2B.3 Capacity
213-2
213.4 Wastewater Characteristics
213-3
213.5 Effluent Requirements
213-3
213.5.1 Reclaimed Water Requirements
213-3
213.6 Process and Equipment Review
213-4
213.6.1 Screening
213-9
213.6.2 Grit Removal
213-9
2B.6.3 Flow Equalization
213-10
2B.6.4 Secondary Treatment
213-11
213.6.5 Deep Bed Filters
213-14
2B.6.6 Disinfection
213-15
2B.6.7 Effluent Storage and Pumping
213-15
2B.6.8 Sludge Holding and Dewatering
213-18
213.6.9 Instrumentation and Controls
213-19
2B.6.10 Electrical Power
213-19
Tables
Table 213.1 Summary of Northeast WRF Capacity Requirements
213-2
Table 213.2 Summary of Northeast WRF Flows
213-2
Table 213.3 Raw Wastewater Characteristics
213-3
Figures
Figure 2B.1 Original Design Liquid Process Flow Schematic 213-5
Figure 2B.2 Original Design Solids Process Flow Schematic 213-7
41rcarollo- FINAL I OCTOBER2018 I i
pw://Carollo/Documents/Client/FL/Collier County(7126G00/Deliverables/TM2B
TM 2B I TECHNICAL DESIGN CRITERIA UPDATE: NORTHEAST WRF I COLLIER COUNTY
Technical Memorandum 2B
TECHNICAL DESIGN CRITERIA UPDATE:
NORTHEASTWRF
213.1 Introduction
Carollo Engineers, Inc. (Carollo) has been appointed by Collier County (County) to provide
services for the review of previous construction plans and specifications for the Northeast Utility
Facility, dated February 2010, to determine the changes that have occurred (through 2018) that
would require an update to the prior design. This memorandum summarizes the following for
the Northeast Water Reclamation Facility (WRF):
• Original design philosophies/concepts.
• Technology/operational preferences at existing County treatment facilities.
• Industry trends relative to technologies, controls and regulations.
• Provide recommended design updates for each technology reviewed.
These same design criteria impacting issues are summarized for the Water Treatment Plant
(WTP) separately in Technical Memorandum (TM) 2A.
213.2 Background
The original Northeast WRF basis of design was based on the 2005 Northeast Water Reclamation
Facility (NEWRF) Basis of Design Report and amended by the 2007 Northeast Water
Reclamation Facility Basis of Design Report, Addendum for 20 million gallons per day (mgd).
This memorandum summarizes the changes to the Northeast WRF basis of design (through
2018) resulting from new Northeast Service Area development and water demand projections
(as presented in TM 1), and other updates specific to technology, County preferences, and
industry trends affecting the treatment process and equipment selected.
The following assumption were used in the original design of the Northeast WRF:
• A Phase 1 Capacity of 4 mgd Maximum Month Average Daily Flow (MMADF) and a
Phase IV Capacity (ultimate) of 20 mgd, with two interim expansions of 4 and 8 mgd.
• A phased approached to adding capacity is acceptable and consideration should be
given for future expansion.
• Influent wastewater characteristics would be similar to the other facilities operating
within Collier County.
• Effluent requirements are based on the need to provide reclaimed waterthat meets
Florida Department of Environmental Protection (FDEP) standards in accordance with
F.A.C. 62-610, Part III for Slow -Rate Land, Application Systems for Public Access Areas,
Residential Irrigation, and Edible Crops.
• The potential for future implementation of a reclaimed water aquifer storage and
recovery (ASR) system within Collier County was considered in the final phase.
41rcarollo- FINAL I OCTOBER 2018 1 213-1
TM 213 1 TECHNICAL DESIGN CRITERIA UPDATE: NORTHEAST WRF I COLLIER COUNTY
Utilization of ASR would require inactivation of pathogens such as Cryptosporidium and
Giardia, as well as meeting all FDEP drinking water quality limits such as 10 milligram
per liter (mg/L) nitrate-N and 1 mg/L nitrite-N, and disinfection byproduct (DBP) limits.
The treatment facilities at the NEWRF were designed to accommodate, with minimal
upgrades, the anticipated ASR requirements with respect to pathogen inactivation,
nitrogenous compounds removal, and DBP formation.
• The solids treatment system was designed to produce Class B biosolids. The County's
solids handling program consists of hauling dewatered sludge to an offsite landfill for
final disposal.
2113.3 Capacity
The original design basis for treatment capacity was presented in the 2007 Northeast Water
Reclamation Facility Basis of Design Report, Addendum for 20 mgd. The Phase 1 treatment
capacity started at 4 mgd Maximum Month Average Daily Flow (MMADF) with an anticipated
ultimate treatment capacity of 20 mgd (MMADF). Interim expansions to 8 and 16 mgd were
proposed to increase capacity as population in the Northeast service and wastewater flows
increased. However, as presented in TM 1, new estimates based upon recent development
projections in the County's Northeast service area estimate a capacity of only 12 mgd as the
ultimate treatment capacity for the NEWRF. The updated design for the NEWRF will have an
initial capacity of 4 mgd with site layout considerations for a 12 mgd facility. Table 2B.1 provides
a summary of the NEWRF capacity requirements using a modified phasing approach from the
original design.
Table 2B.1 Summary of Northeast WRF Capacity Requirements
Phase 1
mgd
4 4
Phase 2
mgd
8 8
Phase 3
mgd
16 12
Phase 4
mgd
20 -
Notes:
(1) Flows in MMADF.
Table 2B.2 provides a summary of the wastewater flows during each phase.
Table 213.2 Summary of Northeast WRF Flows
MMADF
4.0
8.0
12.0
AADF
3.1
6.2
9.2
3MADF
3.4
6.8
10.1
MDF
6.2
12.3
18.5
M24HF
1.5
3.1
4.6 _
PHF (influent and preliminary treatment)
7.7
15.4
23.1
PHF (secondary treatment and downstream)
6.2
12.3
18.5
FINAL I OCTOBER 2018 12B-2
TM 2B I TECHNICAL DESIGN CRITERIA UPDATE: NORTHEAST WRF I COLLIER COUNTY
2113.4 Wastewater Characteristics
The original design assumed the wastewater characteristics at the NEWRF would be similar to
other WRFs operating within Collier County. Influent data for the North County WRF (NCWRF)
and South County WRF (SCWRF), as presented in the 2003 Wastewater Master Plan Supplement
(Greeley and Hansen, 2005), were analyzed to determine representative concentrations of 5-day
carbonaceous biochemical oxygen demand (CBOD5), total suspended solids (TSS), and total
Kjeldahl nitrogen (TKN) to be used as the NEWRF design criteria. In addition to these
parameters, estimates of total ammonia (NH3-N), total phosphorus (TIP), and temperature
(winter and summer) were established. These parameters were required for the biological
process modeling utilized in the secondary treatment process design. The resulting plant influent
wastewater characteristics for the NEWRF used in the basis of design in the remainder of this
report are shown in Table 26.3.
Table 213.3 Raw Wastewater Characteristics
CBODs,
mg/L
325
TSS
mg/L
350
TKN
mg/L
50
NH3-N
mg/L
31(1)
TP
mg/L
10
28 (summer)
Temperature
°C
22 (winter)
Notes:
(1) Computed using NH3/CBODs ratios from NCWRF and SCWRF data.
Since the influent wastewater data used to develop the original basis of design is currently
13 years old and will most likely be well over 16 years old before the NEWRF is in operation,
Carollo recommends that new wastewater data be obtained and evaluated as part of redesign
activities.
2B.5 Effluent Requirements
The NEWRF is designed to meet all current regulatory effluent requirements, including
reclaimed water requirements and deep injection well limits. The facility also is designed with
consideration for potential future regulations regarding reclaimed water ASR systems.
Disinfection goals that exceed existing regulatory requirements have also been identified.
2113.5.1 Reclaimed Water Requirements
The effluent requirements for the NEWRF are based on the need to provide reclaimed water that
meets FDEP standards in accordance with F.A.C. 62-610, Part III for Slow -Rate Land Application
Systems for Public Access Areas, Residential Irrigation, and Edible Crops. Effluent requirements
include the following:
• 20 mg/L maximum CBODs.
• 5.0 mg/L maximum TSS.
• pH between 6.0 and 8.5.
• High-level disinfection.
High-level disinfection, in accordance with FAC 62-600.440(5), includes the following criteria:
• TSS less than 5.0 mg/L prior to disinfectant application.
41rcarollo- FINAL I OCTOBER 2018 1 26-3
TM 2B I TECHNICAL DESIGN CRITERIA UPDATE: NORTHEAST WRF I COLLIER COUNTY
• Fecal coliforms below detection limits in 75 percent of samples over a 30-day period.
• Less than 25 fecal coliform values per 100 milliliters (mQ in all samples.
Because chlorine (liquid sodium hypochlorite) is used as the primary disinfectant, the NEWRF
was designed to meet the following additional rules:
• Meet the product of the chlorine residual (in mg/L) and the contact time (minutes), or
CT, at peak hourly flow, which is based on fecal coliform levels prior to disinfection. The
fecal coliform level prior to disinfection at the NEWRF is assumed to be less than
1,000 per 100 mL based on typical treatment performance at similar faciIities.
Therefore, the required CT value is 25 mg/L-min.
• Chlorine residual of 1 mg/L or greater after 15 minutes of contact time at peak hourly
flow.
213.6 Process and Equipment Review
Figures 213.1 and 213.2 present process flow schematics for the original design that consist of the
following treatment processes:
Liquid
• Headworks:
— Screening.
— Grit Removal.
• Flow Equalization.
• Secondary Treatment:
— Anoxic/Aeration Basins.
— Secondary Clarifiers.
• Deep -Bed Filters.
• Effluent Disposal and treatment support facilities:
— Disinfection.
— Effluent Transfer pump station.
— Reclaimed/Reject Water Storage.
— Reclaimed Water Pumps.
— Plant Water Pumps.
— Chemical storage and injection.
— Deep Injection Well.
— Instrumentation and controls.
— Electrical power.
Solids
• Return activated sludge (RAS)/Waste activated sludge (WAS):
— RAS/WAS Pumping.
— RAS Screening.
• Scum Pumping.
• Sludge Holding.
• Sludge Dewatering:
— Screw Press Feed Pumping.
— Screw Presses.
— Filtrate Disposal.
• Biosolids Disposal.
41rcarollo- FINAL I OCTOBER 2018 12B-4
IRS
1n
TWIN EAGLES
MASTER PUMP
STATION
(OFFSITE)
PROCESS
STREAM ABBREVIATIONS
FLOW STREAM LEGEND
SYMBOL
LEGEND
EFFLUENT
NOTES
EBE
EQUALIZATION BASIN EFFLUENT
LIQUID WW STREAM
❑M
FLOW METER
SAMPLE/FLOW
O
AERATION BASIN NO. 1 USED AS
FBI
EQUALIZATION BASIN INFLUENT
MONITORING POINTS
SLUDGE HOLDING TANK IN PHASE 1
FEE
FILTER EFFLUENT
— -- — RECYCLE STREAM
�j
MANUAL BAR RACK
Oj
TURBIDITY/TSS
FLT
FILTRATE
O
SCHEMATIC FOR SLUDGE HANDLING
PDD
G
GRIT
----- SLUDGE STREAM
6101
FINE SCREEN
O
CHLORINE RESIDUAL
ON SEPARATE SHEET.
ME
MIXED LIQUOR
POD
PLANT DRAIN DISCHARGE
SCREENINGS/GRIT
M
VALVE
3
COMPOSITE SAMPLER
O3
SOME/VALVES NOT SHOWN FOR
'—�
RAS
RETURN ACTIVATED SLUDGE
CLARITY.
/ \
RJW
REJECT WATER
— — —FUTURE
�D
PUMP
REW
RECLAIMED WATER
IRS
RAW SEWAGE
❑
GATE
FLOW
SCE
SECONDARY EFFLUENT
EQUALIZATION
SCI
SECONDARY INFLUENT
RECLAIMED/REJECT
I RETURN
SSC
SECONDARY SCUM
WATER STORAGE
■ PUMPS
WAS
WASTE ACTIVATED SLUDGE
FLOW
EQUALIZATION
TANK
EBI
m
LJ
MANUAL BAR RACK
AF
O
j,l FINE GRIT
SCREENS REMOVAL
HEADWORKS
I GRIT aj
PUMPS OfI
I
I
I
PLANT
DRAIN
PUMPS
AERATION SECONDARY
BASINS CLARIFIERS
/ ' \ TERTIARY
L—� FILTERS
0 I 1 v l
I b I I I
I Q I I I
I I
1---- aI 31 �I �I
I a I
SCREENING j f TX I
I
SECONDARY J
M SCUM
PUMPS J
GRIT I RAS PUMPS
CLASSIFIER
SLUDGE
HANDLING
TRAILER TO
OFFSITE DISPOSAL
JI
LEI
t
TO PLANT
DRAIN SYSTEM
I
._J
FILE CHLORINE
CONTACT//,
TANKS
EFFLUENT
TRANSFER
PUMPS
RECLAIMED
WATER
STORAGE
TO PLANT
DRAIN
SYSTEM
PLANT
WATER
PUMPS
RECLAIMED
WATER
PUMPS
HEADWORKS
I GRIT aj
PUMPS OfI
I
I
I
PLANT
DRAIN
PUMPS
AERATION SECONDARY
BASINS CLARIFIERS
/ ' \ TERTIARY
L—� FILTERS
0 I 1 v l
I b I I I
I Q I I I
I I
1---- aI 31 �I �I
I a I
SCREENING j f TX I
I
SECONDARY J
M SCUM
PUMPS J
GRIT I RAS PUMPS
CLASSIFIER
SLUDGE
HANDLING
TRAILER TO
OFFSITE DISPOSAL
JI
LEI
t
TO PLANT
DRAIN SYSTEM
I
._J
FILE CHLORINE
CONTACT//,
TANKS
EFFLUENT
TRANSFER
PUMPS
RECLAIMED
WATER
STORAGE
TO PLANT
DRAIN
SYSTEM
PLANT
WATER
PUMPS
RECLAIMED
WATER
PUMPS
(PLW)
0-1111—TO
PLANT
WATER
SYSTEM
TO
,_I�I�
"�
RECLAIMED
WATER
SYSTEM
(REW)
DEEP
INJECTION
�LLS
V<\7
UtJltiN tU
GDM
G. DEAN MILTON, P.E.
BOARD OF PROFESSIONAL
ENGINEERS NO.: PROFESSIONAL
44 ���O��O
e n s i n e e r s
401 NORTH CATTLEMEN ROAD, SUITE 306
SARASOTA, FL 34232
PHONE: (941) 371-9832 FAX: (941) 371-9873
CA 00008571
_� -ier County
COLLIER COUNTY
VERIFY SCALES
IS ONE INCH ON
ORIGINAL DRAWING
o®1 "
IF NOT ONE INCH ON
THIS SHEET, ADJUST
SCALES ACCORDINGLY
JVtl NU.
7126Aoo
DRAWN
JAS
NORTHEAST WRF WTP PROJECT - PHASE 1
DRAWING NO.
GM-30-01
CHECKED
WK/HGK
DATE:
NEWRF -GENERAL MECHANICAL
LIQUID PROCESS FLOW SCHEMATIC
DATE
SEPT. 2009
REV
DATE
BY
DESCRIPTION
FILENAME: C:\pw_working\p,.j—twi..\.stone\dm.02385\NEWRFWTP_BDR 7-04-09 11:45— SSt— XREFS: $(XREFS)??
TM 2B I TECHNICAL DESIGN CRITERIA UPDATE: NORTHEAST WRF I COLLIER COUNTY
-This Page Intentionally Left Blank-
41rcarvllo- FINAL I OCTOBER 2018 1 213-6
PROCESS STREAM ABBREVIATIONS
CAKE
RAS
SSC
WAS
FLT
DEWATERED CAKE
RETURN ACTIVATED SLUDGE
SECONDARY SCUM
WASTE ACTIVATED SLUDGE
FILTRATE
FLOW STREAM LEGEND
---- RECYCLE STREAM
----- SLUDGE STREAM
----- FUTURE
SYMBOL LEGEND NOTES:
FLOW METER O AERATION BASIN NO. 1 USED FOR
SLUDGE HOLDING DURING PHASE 1
PUMP SLUDGE HOLDING IS SPLIT INTO
2 TANKS.
-- '--T�
FUTURE
RAS
SCREENS
I I FUTURE
I ,AERATION
BASINS
I
r —►�
I
--------------RAS
RAS '
--------
AERATION
BASINS
II SCREEN I I
r—J--�—►, I
I I
1
r RE — — — — — — -
SECONDARY
SCUM
SCUM
BYPASS
I
I II
I LL L—��
SCREW
PUMP
--------
SSC
--li------------------------------
I
SSC
---------------------- j
PRESS
CRvEW PRESSES
SCREW
FEED
r-------�---------�
I
SECONDARY
j
PUMPS
—� r1
n n
v v vi
CLARIFIERS
I
r I
■ WAS Nl
jE---
-----
RAS I
I IAm-
CONTROL I j
r—�
n n n n i
i v v v v
__ I CAKE
—�
PUMPS I
I
VALVES
I
,
SSC
—-----_nk---
l
— —�I---------�
RAS I ----------------------------------------I
—..—I
CONTROL , I
I
I�----- -- —
I ���-• f f}� }t\.
}
TRAILER TO
—..�, OFFSITE DISPOSAL
VALVE I—
v_ v v —v
FUTURE
SLUDGE
I
HOLDING
f
L.._
►i
I n n n n i_
./
v v v—v}
I
'
\� �d �f-\ f-
—
•,
i— v v v
I
—7.— —v
L..__..47—
FLT --
1
FILTRATE
TO HEADWORKS
ul JlI iNtu
Le
G. DEAN MILTON, P.E.
BOARD OF PROFESSIONAL
ENGINEERS NO.: 52719
44 ���O��O
e n s i n e e r s
401 NORTH CATTLEMEN ROAD, SUITE 306
SARASOTA, FL 34232
PHONE: (941) 371832 FAX: (941) 371-9873
CA00008571
_� -ier County
COLLIER COUNTY
VERIFY SCALES
IS ONE INCH ON
ORIGINAL DRAWING
o®1"
IF NOTONE INCH ON
ADJUST
SCALES ACCORDINGLY
JUk! NU.
„2BAoo
DRAWN
BLD
NORTHEAST WRF WTP PROJECT - PHASE 1
DRAWING No.
GM-30-0
CHECKED
HGK/JG
NEWRF -GENERAL MECHANICAL
SLUDGE PROCESS FLOW SCHEMATIC
DATE
SEPT. 2009
DATE:
REV
DATE
BY
DESCRIPTION
FILENAME:
EDR 7-04-09 11:46— Stone XREFS:
TM 2B I TECHNICAL DESIGN CRITERIA UPDATE: NORTHEAST WRF I COLLIER COUNTY
-This Page Intentionally Left Blank -
FINAL I OCTOBER 2018 12B-8
TM 2B I TECHNICAL DESIGN CRITERIA UPDATE: NORTHEAST WRF I COLLIER COUNTY
2113.6.1 Screening
Original Northeast WRF Design
Auger Monsters were chosen for influent screening equipment to remove submerged and
floating debris from the raw wastewater. Auger Monsters utilize a grinder, a fine screen and a
compactor to remove screenings from the raw wastewater and compact/dewater the screenings
for disposes. The units were sized to remove submerged and floating debris larger than 1/8 inch
(3 millimeters) from the raw wastewater influent. The original planning for the ultimate 20 mgd
facility included two headworks structures, one constructed in Phase 1 and the other in Phase 3.
Each structure would include four channels (three mechanical screening and one manual
bypass). Phase 1 includes two mechanical screens that will be installed during the first phase.
Each channel was provide with influent and effluent gates for isolation and designed to provide a
minimum velocity of approximately 1 foot per second (fps) at low flows to force debris against
the screen and a maximum velocity of 3 fps at peak flows to prevent debris from being forced
through the openings. The channels lengths were adequate to minimize eddies and vortices and
to provide an even velocity profile. The bypass channel was designed a manually cleaned bar
rack with an opening size of 3/4 inch and sized to handle the peak hourly flow at build -out
conditions.
Existing County Facilities
The SCWRF and the NCWRF do not currently have the Auger Monster units. During the original
design activities for the NEWRF the Auger Monster units were installed at the SCWRF, but were
removed due to operational and maintenance problems.
Industry Trends
There are numerous types of screening technologies available in the market, including catenary,
step, element belt, drum, perforated plate, and band. Of these technologies the perforated plate
and the band screens typically achieve the greater screenings removal. Perforated plate screens
are becoming more popular in Florida due to their ability for 360 degree removal, which is more
effective than slotted type screens. Also the concept of influent mechanical screens in series
(coarse followed by fine) is being utilized more in non -membrane facilities.
Recommended Design Updates
The County previously decided to reconsider the use of the Auger Monsters due to their
experiences at the SCWRF; however, no specific alternate technology was discussed or selected.
As screening options change rapidly based on commercially available equipment and as County
and industry experience evolves, Carollo recommends that when re -design activities commence,
a thorough evaluation be conducted of available screening technologies and concepts to
determine which will meet the immediate and long-term treatment goals.
2113.6.2 Grit Removal
Original Northeast WRF Design
Grit removal is required to reduce wear on downstream equipment and to minimize sand
accumulation in the aeration basins, a significant maintenance issue. If grit is allowed to
accumulate in the aeration basins, it will displace volume utilized fortreatment and will
eventually coverthe diffusers. In addition, grit is abrasive and can damage the diffuser material
and wear on pump impellers.
41rcarollo- FINAL I OCTOBER 2018 1 213-9
TM 2B I TECHNICAL DESIGN CRITERIA UPDATE: NORTHEAST WRF I COLLIER COUNTY
Grit removal was designed around the Eutek Head Cell system which is a non -mechanical, or
free -vortex, type system. Each grit removal unit is designed to remove grit from an average daily
flow of 4.1 mgd and a peak hourly flow of 15.3 mgd. Two units will be installed during Phase 1,
with a third unit to be added in future expansions to meet projected future flows. Normal
operation during Phase 1 will entail the use of one unit with the second as a standby for
redundancy.
Grit will be pumped from the grit removal unit via a recessed impeller grit pump. Pump discharge
will enter a Slurrycup for grit washing, followed by a Grit Snail unit to dewater the grit and
discharge it into a dumpster for offsite disposal.
The influent channel to each grit removal unit will be isolated with slide gates to facilitate
maintenance.
Existing County Facilities
Grit removal is utilized at the SCWRF and NCWRF. The units at the SCWRF are also a free -vortex
type system, but of a different configuration. The NCWRF has aerated grit chambers.
Industry Trends
There has been little change in grit removal techniques since the original NEWRF design was
completed, the basic technologies available are: settling chambers, aerated chambers, and
vortex (forced or free vortex). Vortex type technologies tend to be more popular as they have a
smaller foot print than chamber technologies and can achieve more consistent grit removal
efficiencies over large flow ranges. The free vortex have an additional advantage of no moving
parts. Although there are no major technology changes, upfront analysis and characterization of
the grit is recommend. It is important to determine grit settling velocities, or the size and density
distributions of the influent grit particles to properly size whatever type of grit removal
technology is selected.
Recommended Design Updates
The general grit removal system is not anticipated to change in the design; however resizing of
the grit removal units is required due to the reduced ultimate treatment capacity.
2113.6.3 Flow Equalization
Original Northeast WRF Design
Flow equalization is provided to attenuate influent wastewater flows and to equalize hydraulic,
organic, and nutrient loads to the downstream processes. This improves process control and
minimizes process upsets. The flow equalization volume was determined to provide attenuation
of the PHF, and decrease the maximum flow rate to treatment units downstream of the
headworks to the maximum daily flow (MDF). One 1.5 million gallon (MG) prestressed concrete
tank will be built during Phase 1, and a second will be constructed in a future expansion for the
build -out equalization capacity. The sizing of the tanks allows flow equalization to decrease the
peak hourly flow rate to 4 mgd or less during Phase 1.
Ajet mixing system will be provided in the tank to keep solids in suspension. Dry -pit submersible
pumps will pump the contents of the equalization tanks back into the treatment train
downstream of the grit removal.
Existing County Facilities
Flow equalization is utilized at the SCWRF and NCWRF, and both havejet mixing systems.
4 1 rcarollo- FINAL I OCTOBER 2018 1 213-10
TM 2B I TECHNICAL DESIGN CRITERIA UPDATE: NORTHEAST WRF I COLLIER COUNTY
Industry Trends
There are variety of different configurations for flow equalization tanks and mixing methods.
The configuration of the systems tends to correspond to utility -specific experience and
preferences.
Recommended Design Updates
The general flow equalization system is not anticipated to change in the design.
2B.6.4 Secondary Treatment
2B.6.4.1 Biological Treatment
Original Northeast WRF Design
The secondary treatment process encompasses biological removal of BOD and ammonia using
the Modified Ludzack Ettinger (MLE) activated sludge process. The MLE process is a
modification of the conventional activated sludge process that incorporates an anoxic zone and
internal recycled mixed liquor. The process accomplishes BOD reduction and
nitrification/denitrification using an anoxic/aerobic operating sequence in which the nitrate
produced in the aerobic zone is recycled back into the anoxic zone, which serves as the terminal
electron acceptor for the microorganisms in that zone. The internal recycle reduces oxygen
demand and results in recovering a fraction of the alkalinity lost in the nitrification process. The
influent wastewater, rich in readily biodegradable substrate, enters through the anoxic zone
resulting in a high rate of denitrification in that zone. The slowly biodegradable substrate is
broken down in the aerobic bioreactor with longer hydraulic and solids retention times (HRTs
and SRTs).
Design of the MLE process was based on the assumption that the peak hourly flow will be limited
to the MDF utilizing flow equalization. A minimum SRT of 5 days was used to design the basins
based on nitrification goals, with consideration for multiple flow conditions. The MLE process
and the secondary clarifiers were designed to treat 100 percent of the MMADF with both one
aeration basin and one clarifier out of service concurrently, a reliability criteria established by the
County. This exceeds Class I Reliability Standards (EPA, 1974), which state that a backup aeration
basin is not required as long as at least two basins of equal volume are provided and that final
sedimentation basins must have capacity for at least 75 percent of the design flow with one unit
out of service. The County -established reliability criteria are based on operational experiences at
their existing wastewater reclamation facilities
Existing County Facilities
The MLE process is successfully used at the SCWRF and NCWRF, and it can provide treatment of
the wastewater to meet the biological limits of the reclaimed water requirements described in
Section 2B.4.
Industry Trends
The MLE process is one of the most popular used in Florida to achieve BOD reduction and
nitrification/denitrification.
Recommended Design Updates
The process configuration of the secondary treatment system is not anticipated to change.
411rcarollo- FINAL I OCTOBER 2018 1 213-11
TM 2B I TECHNICAL DESIGN CRITERIA UPDATE: NORTHEAST WRF I COLLIER COUNTY
2B.6.4.2 Diffused Aeration
Original Northeast WRF Design
The MLE process provides fine bubble diffused aeration to deliver air to the aerobic and swing
zones of the activated sludge basins. The diffuser density and layout in the design considered
placement of diffusers to accommodate safe access, clearance for maintenance and cleaning,
and fulfillment of a wide range of air requirements without exceeding diffuser air flux rates.
Physical separation of zones, tapered diffuser spacing, and independent control of air to each
zone allows maximum flexibility in controlling the MLE process.
Existing County Facilities
Fine bubble diffused aeration is used at the SCWRF and NCWRF.
Industry Trends
The circular, flexible membrane, fine bubble diffuser most commonly seen in wastewater
treatment facilities have been available since the late 1980s and are still very popular today. Over
the years manufacturers have worked on improvements to materials, mounting and installation,
configurations and other items to make the technology more cost effective, efficient and
durable.
The flexible membrane, fine bubble diffusers are still widely used in the industry and it appears
they will remain popular for some time. However there are two technologies that are considered
the next generation of diffused aeration technology: 1) Membrane biofilm reactor and 2) Nano
bubble aeration. The membrane biofilm reactor is more of a fixed film process than a strict
aeration technology. The process utilizes air fed through gas permeable membranes to provide
the oxygen required to a biofilm that is attached to the surface of the membrane which is
immersed in the biological reactor. Nanobubbles are extremely small gas bubbles in liquid
(<700 nanometers) that have physical properties which make them amenable for wastewater
aeration. The smaller bubble size have higher internal pressure and allows for better gas to liquid
transfer rates than microbubbles. Also due to their very low buoyancy and negatively charged
surface (zeta potential) they have a longer stable life span in the liquid results in less loss to
atmosphere. These newer technologies are in an emerging stage of application and would not be
recommended at this time.
Recommended Design Updates
Fine bubble diffused aeration is not anticipated to change in the design; however, the diffuser
design and specification will have to be updated to reflect product changes (i.e. materials,
manufactures, etc.) and design (efficiency, density).
2B.6.4.3 Aeration Blowers
Original Northeast WRF Design
The NEWRF design included multi -stage centrifugal blowers with adjustable inlet valves for the
delivery of air to the MLE activated sludge process. The air quantities established from the
wastewater process model (BioTranTM) were estimates based on the assumed influent
wastewater characteristics. The Phase 1 blowers were sized to meet the projected air in the first
phase with one unit out of service. Also it was assumed that actual facility loadings would be
analyzed after the facility was in service and prior to any future expansions in order to more
accurately estimate process air requirements.
41rcarollo- FINAL I OCTOBER 2018 1 213-12
TM 2B I TECHNICAL DESIGN CRITERIA UPDATE: NORTHEAST WRF I COLLIER COUNTY
Existing County Facilities
Multi -stage centrifugal blowers are used at the SCWRF and NCWRF.
Industry Trends
Aeration processes at wastewater treatment facility typically represent 40 to 50 percent of the
overall power consumption, so the use of more sophisticated aeration system controls to
optimize air usage is a common, effective strategy for minimizing operations costs. Aeration
control systems have become more effective and operations friendly over the past decade due
to advancements of SCADA control systems. Several control strategies are:
• Direct flow control.
• Ammonia based aeration control.
• Model predictive control.
Also the operation of aerated portion of the MLE processes at lower dissolved oxygen
concentrations (i.e. < 2 mg/L) has been shown to improve aeration efficiency and enhance
simultaneous nitrification/denitrification. The NEWRF design did not include an automatic
control scheme, as the operations staff preferred to self -monitor the dissolved oxygen levels in
the aeration basin and manually adjust as needed.
Recommended Design Updates
At this time, it is recommended that Selzer Turbo blower technology be used.
26.6.4.4 Recycled Mixed Liquor Pumping
Original Northeast WRF Design
The internal recycled mixed liquor (RML) pumps and associated piping were designed to
withdraw mixed liquor from the downstream end of each aeration basin and return up to
three times the MMADF flow to the anoxic zone at the head of the basin. Each basin would have
a dedicated RML and would share a common standby pump with an adjacent basin. The RML
pumps are submersible, centrifugal pumps installed in a dry -pit configuration.
Existing County Facilities
The SCWRF and NCWRF have similar concepts and equipment for RML pumping.
Industry Trends
There are no specific industry trends for accomplishing RML flows, as it is mostly a hydraulic
procedure that is heavily influenced by the layout of the facilities, operations preference, and
other factors. RML flows can be accomplished via gravity or mechanical means using various
types of equipment.
Recommended Design Updates
The general RML pumping system is not anticipated to change in the design; however, resizing
of the RML pumps are required due to the reduced ultimate treatment capacity.
26.6.4.5 Secondary Clarifiers
Original Northeast WRF Design
The specified sludge collector mechanism for the secondary clarifier is the hydraulic
suction -header type ("TowBro"), which is a plow type mechanism with a sludge collection header
and half -radius scum trough.
411rcarollo- FINAL I OCTOBER 2018 1 213-13
TM 2B I TECHNICAL DESIGN CRITERIA UPDATE: NORTHEAST WRF I COLLIER COUNTY
Existing County Facilities
The SCWRF and NCWRF have some secondary clarifiers of the same type.
Industry Trends
High inlet energy (i.e. high flow velocities) to the influent well of secondary clarifiers can cause
short circuiting and poor flocculation of the sludge which leads to poor solids setting. Several
secondary clarifiers manufactures have developed their own variations of modified inlet and
flocculating wells referred to a maze or puzzle of energy dissipating inlets (EDIs). These inlets
can be added to new or existing secondary clarifiers and are used on clarifiers with short
sidewater depth.
Recommended Design Updates
No changes to the sludge collector mechanism for the secondary clarifier are anticipated. If
desired, maze or puzzle EDIs can be easily incorporated into the specification.
2B.6.5 Deep Bed Filters
Original Northeast WRF Design
Deep -bed sand filters were provided in the original design to remove suspended solids that carry
over from the secondary clarifiers, and provide a high -quality filtrate to optimize the efficiency of
the disinfection process. The filtered secondary effluent must meet a TSS limit of 5 mg/L to meet
the high level disinfection requirement for Slow -Rate Land Application Systems (part III
Chapter 62-610 F.A.C.).
The current industry standard governing the design and operation of tertiary filtration is the
Title 22 reuse criteria set forth by the California Department of Health Services (CDHS).
Depending on the particular type of filtration system, the CDHS Title 22 design loading rates
range from 2 to 6 gallons per minute per square foot (gpm/ft2) at peak flows, with the exception
of the Fuzzy Filter® with an allowable loading rate of up to 30 gpm/ft2. The Recommended
Standards for Wastewater Facilities (10-State Standards), suggests that filtration rates be
limited to 5 gpm/ft2 at peak hourly flow (PHF) rates with one unit out of service. EPA Class I
Reliability guidelines require that with the largest flow capacity unit out of service, the remaining
units must have a design flow capacity of at least 75 percent of the total design flow. The
10-State Standard's loading rates, are more stringent and were used as the governing design
criteria.
Existing County Facilities
The NCWRF and SCWRF have traveling bridge filters.
Industry Trends
Utilities that provide reclaimed water favor filtration systems that can consistently provide a
high quality filtrate, even at peak flows, and are able to handle high solids loadings due to
secondary treatment system upsets. The most common filter technologies in the industry are
deep bed, traveling bridge, continuous backwash, and cloth disk, and of those the deep bed and
cloth filters demonstrate more consistent performance during varying flow conditions and feed
water quality. Membrane filters (either submerged or pressure) can also provide very high quality
filtrate and absorb heavy solids loads without sacrificing performance, although they are not as
widely utilized in the industry due to higher capital costs, a requirement for fine screening,
higher O&M costs, and complexity of operation.
41rcarollo- FINAL I OCTOBER 2018 12B-14
TM 2B I TECHNICAL DESIGN CRITERIA UPDATE: NORTHEAST WRF I COLLIER COUNTY
Overall, there does not appear to be a trend towards any particular filtration technology as there
are many factors that affect the selection of filters for a facility.
Recommended Design Updates
No changes to the deep bed filtration technology are recommended.
2B.6.6 Disinfection
Original Northeast WRF Design
The original design uses chlorine in the form of 12 percent sodium hypochlorite stored in
fiberglass reinforced plastic (FRP) storage tanks. Sodium hypochlorite is injected immediately
downstream of the filter clear well, using submersible induction mixers (Water Champ®).The
chlorine contact tanks are sized to meet the County's reliability preferences which exceed the
requirements set by EPA Class I Reliability Standards. The County requested that the basins be
designed with the minimum detention time of 20 minutes at PHF with one unit out of service.
Existing County Facilities
The County uses liquid sodium hypochlorite for disinfection at the SCWRF and NCWRF, although
the chemical injection locations and equipment are different.
Industry Trends
The water and wastewater treatment industry has shifted away from gas chlorine to sodium
hypochlorite. When released, gaseous chlorine is toxic and poses a danger to operators and the
public. For the past two decades, federal and state agencies have performed security reviews
and raised questions about the storage and transportation of chlorine. This had led to new and
pending regulations which has burdened water utilities with new, more stringent safety and
security requirements.
The most common alternative to gas chlorine is 12 percent sodium hypochlorite. For large water
treatment plants, sodium hypochlorite is typically delivered by the truck load (-5,000 gallons)
where it is transferred and stored in fiberglass reinforced plastic (FRP) or polyethylene bulk
storage tanks. Common practice is to ensure that the storage tanks are sized to receive at least
one full truck load and that 30 days of chemical are stored on -site. Excess storage of sodium
hypochlorite is undesirable, as the chemical is subject to degradation, particularly when exposed
to high heat and direct sunlight.
A smaller day tank that is filled from the bulk storage is then used to measure and feed sodium
hypochlorite chemical metering pumps. Various types of metering pumps are used, but it is
important that off -gassing is addressed in the design to ensure that the pumps and chemical
piping do not become gas -bound.
Recommended Design Updates
The disinfection scheme, chlorine type and chemical injection locations are not anticipated to
change in the design.
2B.6.7 Effluent Storage and Pumping
213.6.7.1 Reclaimed and Reject Water Storage
Original Northeast WRF Design
Ground storage tanks are included in the original design to provide storage of reclaimed and
reject water. The design criteria for effluent storage is based on the requirements of FAC 62-610,
41rcarollo- FINAL I OCTOBER 2018 12B-15
TM 2B I TECHNICAL DESIGN CRITERIA UPDATE: NORTHEAST WRF I COLLIER COUNTY
Part III for Slow -Rate Land Application Systems for Public Access Areas, Residential Irrigation,
and Edible Crops. FAC 62-610 requires capacity to provide three days of reclaimed water storage
at annual average daily flows (AADF) In the event that effluent water does not meet reclaimed
water standards, storage must be provided prior to the alternative disposal method. FAC 62-610
requires reject water storage capacity equal to one day of flow at AADF.
The original design includes two 7.5-MG storage tanks to serve both reclaimed and reject water
storage tank. One tank is dedicated for reclaimed water storage and the other is dual purpose.
These capacities provide 4.8 and 2.4 days of storage for reclaimed and reject water, respectively,
at AADF. These tanks were sized to compliment future storage requirements at the build -out
capacity of 16 mgd when combined with future storage tanks.
Existing County Facilities
The NCWRF utilizes lined surface impoundments for the storage of reclaimed and reject water.
The SCWRF utilizes both lined surface impoundments and above ground storage tanks for
storage.
Industry Trends
Lined surface impoundments are the most common form of storage for reclaimed and reject
water in Florida, but have some disadvantages. Surface impoundments require large, dedicated
areas of a site since they typically have shallow depths. Many areas of the state, including Collier
County, have high ground water tables and the potential for infiltration and other issues make
below ground storage undesirable, or not feasible. Also the storage of reclaimed water in
shallow impoundments can lead to problematic water quality issues such as algae and snails,
which require additional treatment before distribution.
Cylindrical pre -stressed concrete ground storage tanks are a common method to store large
quantities of water in Florida. Pre -stressed concrete is also very cost effective over the lifespan of
the tank.
Recommended Design Updates
The ground storage tanks design will remain as designed.
213.6.7.2 Effluent Transfer Pumps
Original Northeast WRF Design
Submersible centrifugal pumps are included in the original design to transfer effluent from the
chlorine contact tanks to either the reclaimed or reject water storage tanks. The pumps are
equipped with VFDs, and will operate to maintain a constant water level in the chlorine contact
tank effluent chamber. Motor operated valves and piping on the discharge of the pumps are
used to direct flow to the proper storage tank. During normal operations all flow would go to the
reuse storage, but during a reject event (high turbidity or low chlorine residual) the system would
open and close valves to send flow to the reject storage tank.
Existing County Facilities
The NCWRF and SCWRF do not use submersible centrifugal pumps for effluent transfer. The
SCWRF use vertical turbine and horizontal centrifugal pumps. The NCWRF also uses vertical
turbine pumps but can transfer effluent to the holding ponds via gravity flow.
4111rcarollo- FINAL I OCTOBER 2018 1 213-16
TM 2B I TECHNICAL DESIGN CRITERIA UPDATE: NORTHEAST WRF I COLLIER COUNTY
Industry Trends
There are no industry trends that are specifically applicable as the selection of the pump type is
based on many factors, such as hydraulic requirements/restrictions, facility configuration, site
layout, operator preference, or other criteria. Submersible pumps were selected for the
Northeast WRF to minimize noise, save construction cost on providing a pump building, and to
avoid the need for crane rental to remove pumps. However compared to submersible pumps,
horizontal pumps and end suction pumps, vertical turbine pumps have higher efficiency, smaller
footprint, and lower pump suction.
Recommended Design Updates
No changes to the effluent transfer concept and pump type are recommended.
213.6.7.3 Reclaimed Water Pumps
Original Northeast WRF Design
Reclaimed water pumps are included in the original design to transfer treated effluent from the
reclaimed or reject water ground storage tanks into to the reclaimed water distribution system
or to the deep injection wells. The pumps are horizontal, split -case centrifugal pumps equipped
with VFDs, and will operate to maintain a pressure setpoint as demand varies. In order to meet
the minimum flow conditions during Phase 1, two different pump capacity sizes (2,140 gpm and
4,277 gpm) are provided. Motor operated valves are provided on the inlet and discharge piping to
allow the isolation of the pumps and to direct flow as needed. The reclaimed water pump station
room also incorporates the pumps to control the noise generated by both systems, and a
monorail and hoist was included to remove and reinstall pumps during maintenance.
Existing County Facilities
The SCWRF has horizontal, split -case centrifugal pumps and the NCWRF has vertical turbine
pumps for reclaimed water distribution.
Industry Trends
There are no industry trends that are applicable as the selection of the pump type is based on
many factors, such as operator preference, facility configuration, site layout, hydraulic
restrictions or other criteria. Compared to horizontal pumps and end suction pumps, vertical
turbine pumps are often selected for higher because of their comparatively high efficiency,
smaller footprint, and lower pump suction. However, these pumps typically have higher capital
cost and are more difficult to install due to the cans and long pump column. Vertical turbine
pumps are often used when hydraulics dictate a below grade pump suction installation, when
flood elevations require pit mounted pumps, when large power requirements exaggerate small
efficiency improvements (i.e., leading to lower operating cost), or where space is limited.
End -suction and split -case horizontal centrifugal pumps are typically easierto install, have a
lower capital cost, and more selection options than vertical turbine. However, these pumps may
not be as efficient as an equivalent vertical turbine pump and have a larger footprint.
Recommended Design Updates
No changes to the reclaimed water pumps are recommended. However, the sizing should be
revisited and confirmed based on IQ demand at time of construction.
41rcarollo- FINAL I OCTOBER 2018 1 213-17
TM 2B I TECHNICAL DESIGN CRITERIA UPDATE: NORTHEAST WRF I COLLIER COUNTY
213.6.8 Sludge Holding and Dewatering
Original Northeast WRF Design
The original solids handling system is designed to produce Class B biosolids and the treatment
processes include aerated sludge holding and dewatering, followed by offsite disposal. WAS will
be pumped from the secondary clarifiers to the sludge holding tank. During Phase 1 of the
NEWRF project, a spare aeration basin will be utilized forthe sludge holding tank. Future NEWRF
expansions will included dedicated sludge holding tanks, at which time the fourth aeration basin
will be converted back into activated sludge treatment.
The total sludge holding volume available in Phase 1 will be approximately 940,000 gallons,
which provides approximately 6 days of detention time at MMADF under design SRT conditions
of 5 to 6 days if no thickening is performed. If WAS is thickened to a minimum of 3 percent solids
(30,000 mg/L), at least 21.8 days of digestion time will be available, which will allow the County
to produce Class B biosolids. Aeration with fine bubble diffusers will be provided in the sludge
holding tanks to maintain aerobic conditions prior to dewatering. Expected volatile solids
reduction in the digester is approximately 28 to 34 percent based on process modeling results.
The sludge dewatering technology is designed around FKC screw presses. Screw presses
dewater sludge first by gravity at the inlet section of the screw and then by reducing the volume
of material as it is conveyed to the discharge end of the screw under increasing pressure.
Polymer is added to the sludge in a flocculation tank prior to entering the screw press to enhance
the solids dewatering characteristics. Two flocculation tank/screw press assemblies will be
installed, one for normal operation and one for standby. Each flocculation tank/screw press
assembly will have a dedicated progressive cavity sludge feed pump and polymer feed pump
that can be independently controlled. Cake from the screw press will be transferred to a storage
trailer via a shaftless screw conveyor. Disposal of dewatered sludge will be accomplished by
hauling the cake to the Okeechobee Landfill. Estimated cake production during Phase 1 MMADF
conditions is approximately 7,400 pounds, or about 22 cubic yards of dry cake (20 percent solids),
per day.
Existing County Facilities
The County has aerated sludge holding tanks at the SCWRF and NWRF, and belt filter presses
are used for dewatering the waste sludge.
Industry Trends
The desired end use/disposal component of a comprehensive biosolids management strategy
dictates the biosolids processing that should be used at a facility. There are a variety of end
use/disposal options that deal with the ultimate destination of processed biosolids:
• Land application.
• Landfill co -disposal.
• Dedicated land disposal.
• Distribution.
• Land reclamation.
• Fuel source.
• Biosolids management firms.
• Construction materials.
• Alternative daily cover.
411rcarollo- FINAL I OCTOBER 2018 1 213-18
TM 2B I TECHNICAL DESIGN CRITERIA UPDATE: NORTHEAST WRF I COLLIER COUNTY
As mentioned previously the original design was based on the dewatered sludge being hauled to
and disposed at the Okeechobee Landfill. If this remains as the County's ultimate solids handling
and disposal option, then strategies and technologies that maximize water removal from the
sludge at the lowest overall operation costs (i.e. energy consumption, chemical use, operator
involvement) should be considered. Generally, the solids content of dewatered sludge should be
approximately 20 percent or higherto make hauling and landfill disposal feasible in terms of
costs and regulatory requirements. Many of the common dewatering technologies, such as belt
filter press, screw press, plate and frame, and centrifuge have not changed dramatically overthe
past twenty years as more emphasis has been placed on sludge preconditioning to make the
technologies more efficient.
Recommended Design Updates
The general sludge holding and dewatering concepts are not expected to change. However,
higher -solids options should be evaluated while updating the design for bidding.
26.6.9 Instrumentation and Controls
The original design of the instrumentation and controls were reviewed, compared to the
County's latest standards, and updated design criteria were developed using these standards
and County input. The results of this review are presented below.
Original Northeast WTP Design
• The original instrumentation and controls design includes an abundance of local human
machine interface (HMI) (touch screen panels).
• Local Printers were utilized.
• Several communication protocols were utilized. This includes DeviceNet, Profibus and
Modbus.
• Operator devices such as pilot lights and push buttons were utilized in many control
panels.
• Design included hardwired signals between the programmable logic controller (PLC)
and motor control center (MCC)/VFD.
Recommended Design Updates
• The updated design will eliminate the numerous local HMI screens currently shown on
the original design documents.
• A comparison between IRS View and iFix software will be made prior to finalizing
updated design criteria.
• Network switches will be Cisco compliant - 9300 series or latest available. Allen Bradley
Stratix series will be utilized in the field and control panels.
• Internal networks will be virtual. Hardware and hardwire will be merged.
• Local network devices will land on local Ethernet switch via copper patch panel. Local
Ethernet switch will patched out to main trunk.
• Local printers will be eliminated. All reports will be transmitted electronically to the
central historian.
• Ethernet Communication will be the standard for process and supervisory control and
data acquisition (SCADA). Ethernet/Internet Protocol (IP) will be the standard for
input/output (1/0) and a Device Level Ring (DLR) will be designed with a redundant path.
41rcarollo- FINAL I OCTOBER 2018 1 213-19
TM 2B I TECHNICAL DESIGN CRITERIA UPDATE: NORTHEAST WRF I COLLIER COUNTY
• Ethernet instrumentation will be utilized where possible. This includes flow meters,
chemical analyzers and others.
• Flow meters will be preferred over thermal flow switches.
• Valves will be controlled and monitored in a traditional hardwired fashion. Valves will
further be monitored via HART protocol.
• The design should include the use of miniature circuit breakers over fuses, where
possible.
• The County's control panel specifications will be included in the design.
• Uninterrupted power supply (UPS) manufacturers shall include with local network
monitoring.
• Server and Workstation hardware specifications will be updated.
• All monitors shall be minimum 32-inch and 4K resolution.
• HMI screen development will include High Performance specifications.
• Update HMI operating system to latest Windows level.
• Operating system specification shall be updated.
• Manufacturer of fiber optic patch panels will be updated to use the County's standards.
• Fiber Optic cable will be utilized from switch to switch.
• Multi -mode fiber optic cable shall be utilized throughout the design. For longerfiber
optic runs, single mode fiber optic cable will be utilized.
• Network rack details will be provided in the design.
• A workshop with the County staff will be necessary to discuss tagging.
• Each skid will have its own PLC and Ethernet switch. All trunk communication between
control panels shall be fiber optic cable. Copper Ethernet cabling will be limited to local
runs to devices.
• The new design shall include the following workstation arrangement:
— Clients for operators (minimum of three) with single monitor.
— Two servers in a non-failover configuration.
— Historian will be centralized. There will be one local historian and one remote
historian.
— One Development workstation with minimum of two monitors.
• SCADA and PLC networks will be on the same Ethernet switch hardware with virtual
segmentation.
• Fiber Optic transceivers will have fiber optic capability built in. The use of add on type
fiber optic connectivity will not be utilized.
• Main Ethernet switches will be configured in a stacked configuration with 100 percent
port redundancy forfailover management.
Factory Talk vs iFIX:
• A workshop was held 10/S/18 at Collier County with County SCADA personnel to
discuss the advantages of each software package.
• The discussion in the workshop led to the fact that both software packages
provide SCADA graphics capability in similar ways. They both offer HMI
templates, efficient HMI concepts, alarm configuration and management
among other similarities.
41rcarollo- FINAL I OCTOBER 2018 1 213-20
TM 2B I TECHNICAL DESIGN CRITERIA UPDATE: NORTHEAST WRF I COLLIER COUNTY
• Rockwell offers additional development features over iFIX:
One set of tags for the entire SCADA system. Most SCADA software
packages require a set of tags for the SCADA system and a different set
of tags for the PLC. As stated, Rockwell utilizes the one set of tags for
both the PLC and SCADA (Device based tags), this benefit significantly
reduces the amount of database development labor.
Rockwell offers standard (Add on Instructions - AOIs). AOIs are
programing instructions that are utilized throughout the PLC program.
No other software company offers the depth of knowledge when
considering AOIs. This offering reduces development time of the PLC
logic.
Rockwell offers pre -defined faceplates (screen templates) specifically
for each Rockwell standard AOI. This reduces labor for the SCADA
screens, graphics, & animation development. Utilizing Rockwell's Plant
Pax option, the pre -defined graphic faceplates and library of process
objects are linked directly to the PLC. This significantly reduces
development labor and assists with code inspection and
troubleshooting.
Rockwell FactoryTalk Alarms and Events provides a common,
consistent view of alarms and events throughout a FactoryTalk system.
Device based Alarms (Logix instruction based alarms) where Alarm
instructions in Logix processor detect alarm conditions and
publishes/routes the alarm information to FactoryTalk Alarms and
Events. This reduces development time and keeps I/O and logic
associated with Alarm management in the processor for monitoring
and troubleshooting. Server based tags are also supported.
In the coming years, significant costs will be incurred with either SCADA
software. iFIX Webspace is nearing its end of lifecycle. This means that if the
County continues with iFIX, significant costs will be incurred.
Moving in the direction of Rockwell for all plant SCADA systems will incur
significant costs as well.
A change to Rockwell Factory Talk Software will inhibit the use of the existing
centralized systems, (historian, webspace, reporting) for those plants not
utilizing iFIX. The centralized systems can be converted to Rockwell Software at
a proper schedule under Collier County's direction.
Collier County personnel display a pro -active approach in their design,
execution, operation and maintenance of their facilities. This is evident in the
following ways:
Collier County is actively executing the SCADA Master Plan Carollo
Engineers, Inc. completed for SCRWTP.
Operations staff continues to develop strategies to improve operations via
programming and efficient controls.
Engineering staff has developed and continues to improve programming
standards such as Add On Instructions, database structures, and High
Performance Graphics.
C Ca,—K-1- FINAL I OCTOBER 2018 12B-21
TM 2B I TECHNICAL DESIGN CRITERIA UPDATE: NORTHEAST WRF I COLLIER COUNTY
• All of the items noted above display a clear vision for Collier County of a very consistent
design and integration of the SCADA systems for each plant. With consistency as a
critical benefit, the VFDs, PLCs, and SCADA from the same manufacturer would
streamline the County's vision as displayed by all the work performed. By selecting
Rockwell for the SCADA system software, all the benefits listed above would become a
reality.
2113.6.10 Electrical Power
The electrical power system of the original design was reviewed and updates were developed
using the County's latest standards. Due to the reduced capacity of the water treatment plant
and deferred construction of the water treatment plant it is recommended that electrical power
be changed to low voltage.
Recommended Design Updates
• Standard VFDs for the County are Allen Bradley 753 and 755 series with Ethernet IP for
monitoring and control.
• Utilize smart MCCs, where possible.
• Submersible motors installed in artesian wells must have potted terminations including
the ground wire at the motor end. The potting will seal thejacket as well as the
conductor to prevent water intrusion and premature failure. If manufacturer cannot
accommodate this update, field potting will be necessary.
• Submersible electrical connections shall be sealed with heat -shrink that contains
sealant.
• Conductor labels shall be self -laminated printed labels.
• Cable marker begin point shall be past the initial bend rather than after 1/32 inch.
• As -built configurations will be required as well as electronically in device native formats.
This includes PLC (*.ACD), PanelView (*.PVA), VFDs (*.DNO), Ethernet switch
configurations, and any other device configurations.
• Electrical specifications for color schemes will be updated to the County standards.
• VFD specific cabling shall be utilized throughout the project, where applicable.
41rcarollo- FINAL I OCTOBER 2018 1 213-22
H
Collier County
Northeast Regional Water Treatment Plant
Technical Memorandum 3
RAW WATER SUPPLY FOR NERWTP
FINAL I August 2018
Wafer Science Associates Ca r'� ��o®
Co ev County
Collier County
Northeast Regional Water Treatment Plant
Technical Memorandum 3
RAW WATER SUPPLY FOR NERWTP
FINAL I August 2018
TM #3 RAW WATER SUPPLY I NERWTP I COLLIER COUNTY
Contents
Technical Memorandum 3 - Raw Water Supply for NERWTP
3-1
3.1 Current Water Supply Plan
3-1
3.2 Groundwater Sources
3-1
3.3 Water Supply Opportunities
3-2
3.3.1 Lower Tamiami Aquifer
3-2
3.3.2 Hawthorn Zone I Aquifer
3-3
3.4 Summary
3-3
4mrCarollo- MVMwSdmw Associates FINAL I AUGUST20181 i
TM #3 RAW WATER SUPPLY I NERWTP I COLLIER COUNTY
Technical Memorandum 3
RAW WATER SUPPLY FOR NERWTP
3.1 Current Water Supply Plan
The original and current planned raw water supply for the proposed NERWTP is principally
brackish groundwater from wells tapping the Lower Hawthorn Aquifer at a depth of around
1,000 feet. That supply is proposed to be supplemented with a small amount of brackish water
from the Hawthorn Zone I Aquifer from a depth of around 550 feet and an approximate
25 percent blending of freshwater supply from Lower Tamiami Aquifer from a depth of around
120 feet. This proposed supply scenario is supported by onsite hydrogeologic testing and
computer modeling of each of these aquifer sources in 2005 and is consistent with rules and
policies of the South Florida Water Management District (SFWMD) at the time of the original
wellfield and water treatment plant design in 2007. Permitting and development of these
sources as outlined in the original NERWTP facility plans is not expected to create any significant
regulatory or technical challenges.
3.2 Groundwater Sources
The Lower Hawthorn Aquifer is the uppermost water bearing unit of the Upper Floridan Aquifer.
It is considered an alternative water source by the SFWMD and the principal source
recommended for future large-scale water supplies in SW Florida. Water in the Lower Hawthorn
at the NERWTP site is mildly brackish with chloride concentrations in the 1200 to 1800 mg/I
range. Analysis completed as part of the water supply planning for the NERWTP indicates that
water quality from the Lower Hawthorn Aquifer is expected to deteriorate over time with
gradually increasing salinity as high as 2,500 mg/I correlated to increasing pumpage from the
aquifer.
The Hawthorn Zone I Aquifer is unique at the Northeast Utilities Facilities site (NEUF) in that it is
fresh at the eastern end of the site with chloride concentrations less than 100 mg/I but ranges to
mildly brackish quality water at the western end of the site with chloride concentrations above
1,000 mg/I. West of the NEUF site, water quality in that aquifer is similar to that in the Lower
Hawthorn Aquifer. Analysis completed as part of the water supply planning for the NERWTP
indicates that water quality in the Hawthorn Zone I is expected to deteriorate overtime with
gradually increasing salinity as high as 1500 mg/I correlated to increasing pumpage from the
aquifer.
The Lower Tamiami Aquifer is a freshwater source that is proposed as a water quality blend for
the desalinated brackish water from the Lower Hawthorn and Hawthorn Zone I Aquifers. It is
considered a conventional water source by the SFWMD and a source of limited supply due to the
potential for impacts to existing legal users and sensitive wetland environments. The Lower
Tamiami Aquifer is the source of fresh water for both County's existing water treatment plants
and is a proven reliable and consistent freshwater resource. Its use was limited to aesthetic blend
purposes in the original plans for the NERWTP primarily due to regulatory policy restrictions
4mrCarOIIn- Water Science Associates FINAL IAUGUST 2018 1 3-1
TM # 3/RAW WATER SUPPLY I NERWTP I COLLIER COUNTY
3.3 Water Supply Opportunities
Since the original planning and design concepts were developed for the NERWTP, several
changes have occurred which may create opportunities for alternative water supply scenarios
that have cost and operational benefits to the County Water Department. Among these recent
changes are the County's acquisition of the Orange Tree Utility company, significant reduction of
agricultural water use in the area surrounding the NEUF, and the possible provision of water
from offsite sources.
3.3.1 Lower Tamiami Aquifer
The acquisition of Orange Tree Utility provides an existing permitted supply of freshwater from
the Lower Tamiami Aquifer. While that permit currently provides only about 1 million gallons per
day (mgd), it establishes the County's use of the Lower Tamiami Aquifer near the NEUF and adds
an entitled allocation that previously did not exist for the County's planned facilities. A recent
modification of the Orange Tree Water Use Permit (WUP) for Collier County added two Lower
Tamiami well sites at the NEUF site consistent with the original wellfield design for the
NERWTP. Impact modeling conducted for the recent Orange Tree Utility WUP indicates that
more water is available from the Lower Tamiami Aquifer at the NEUF site than previously
anticipated.
A significant reduction in agricultural irrigation water use has also occurred in and around the
NEUF site as former citrus groves have been converted to housing developments. These land use
conversions have resulted in an estimated 65 percent reduction in irrigation water use from the
Lower Tamiami Aquifer in the area immediately on and surrounding the NEUF site, freeing up
between 2 and 3 mgd of previously existing permitted water supply from that aquifer.
The original planning and analysis for the NERWTP in the mid 2000's indicated that there was at
least 2 to 3 mgd of available freshwater supply from the Lower Tamiami Aquifer within the NEUF
site without triggering water use permit limitation criteria. The addition of the Orange Tree
Utilities allocation and the release of existing agricultural permit allocations as described above
suggests that more than 5 mgd is currently available from the Lower Tamiami Aquifer at the
NEUF site without exceeding water use permit thresholds.
As a result of the most recent update to the NEUF Design Criteria in June of 2018, facility
phasing now has an initial 5 mgd water treatment plant for Phase I followed by two additions of
5 mgd each for Phases 2 and 3. These recent changes to the treatment facility plan and the
apparent increase in availability of Lower Tamiami Aquifer water means that the first phase of
the NERWTP could be an entirely freshwater facility using the Lower Tamiami Aquifer. A
freshwater treatment facility typically has lower capital and operation and maintenance costs
than brackish water facilities. In addition, depending upon the timing of the planned water
reclamation facility, use of the freshwater source may allow for the postponement or elimination
of a concentrate disposal well thereby providing significant additional cost savings to the first
phase facilities.
In addition to the increased potential for use of the Lower Tamiami Aquifer at the NEUF site,
there is a potential for additional freshwater supplies from an off -site source. A major
development project located approximately 4 miles to the east of the NEUF and known as Rural
Lands West (RLW) is proposed to convert substantial existing permitted acreage of agricultural
production into a new town development. Current estimates are that at least 10 mgd of existing
C Water Science Associates FINAL I AUGUST2018 13-2
TM #3 RAW WATER SUPPLY I NERWTP I COLLIER COUNTY
permitted freshwater from the Lower Tamiami Aquifer will be eliminated from use at the RLW
site thereby becoming available for other uses such as public supply or irrigation quality
supplement for the NEUF. Collier County Public Utilities Department is working with the owners
of the RLW project for provision of public utilities at RLW and the supply of potentially available
freshwater from the Lower Tamiami Aquifer is part of that conversation. If the 10 mgd of
freshwater at RLW would become available to Collier County, subsequent phases of the planned
NERWTP may consider utilization of the freshwater supply rather than development of a
brackish water system as currently planned.
3.3.2 Hawthorn Zone I Aquifer
The unique aspects of water quality in the Hawthorn Zone I Aquifer beneath the NEUF site are
discussed above. Currently, the Hawthorn Zone I Aquifer makes up only a small portion of the
proposed raw water supply at the NEUF. However, because of the partial fresh characteristics of
this producing zone, there may be a better use of this aquifer than direct use into a potable water
treatment plant. The fact that the aquifer is partially fresh and partially brackish beneath the
NEUF means that under a straight raw water production scenario, we are likely to see
degradation of water quality with increasing use of the aquifer and ultimate loss of the limited
freshwater currently available in that aquifer. However, its use as an aquifer storage and recovery
(ASR) zone may provide a more strategically valuable process for the NEUF. Many ASR systems
fail due to adverse mixing of injected water quality in the aquifer resulting in less than optimum
returns on the investment in infrastructure, analyses, and stored water. However, if the aquifer
were to be used for injection/storage of seasonally available freshwater, the volume and area of
the aquifer containing fresh water could be expanded providing a seasonal resource that is far
less susceptible to adverse aquifer mixing than most ASR applications. Seasonally available
source waters for storage in a Hawthorn Zone I ASR system could include raw water from the
Lower Tamiami Aquifer for use as a potable or irrigation supplement, treated potable water for
peak use potable distribution, or treated wastewater for improved reuse management.
3.4 Summary
Given the advantages in cost and operations, development of freshwater resources where
available and permittable is a value to the utility. Recent increases in the availability of
freshwater from the Lower Tamiami Aquifer in and around the NEUF site and changes in the
phasing and sizing of proposed treatment facilities at the NEUF site provide an opportunity to
utilize larger volumes of this more economic source at the NEUF site. Additionally, taking
advantage of the unique qualities of the Hawthorn Zone I beneath the NEUF in an ASR
application provides opportunities to optimize management of the available resources on the
site.
C Water Science Associates FINAL IAUGUST 2018 1 3-3
N
� J•
Collier County
Northeast Utility Facility Design Criteria Update
Technical Memorandum 4
CONVENTIONAL BIOLOGICAL
NUTRIENT REMOVAL VERSUS
MEMBRANE BIOREACTORS FOR
SECONDARY TREATMENT
FINAL I July 2018
Ca �,i+/I
C .W.:2
cvt[ er Cam my
Collier County
Northeast Utility Facility Design Criteria Update
Technical Memorandum 4
CONVENTIONAL BIOLOGICAL NUTRIENT REMOVAL
VERSUS MEMBRANE BIOREACTORS FOR SECONDARY
TREATMENT
FINAL I July 2018
TM # 4 1 Northeast Utility Facility Design Criteria Update I COLLIER COUNTY
Contents
Technical Memorandum 4 4-1
Conventional Biological Nutrient Removal versus Membrane Bioreactors for
Secondary Treatment
4-1
4.1 Introduction
4-1
4.1.1 Effluent Requirements
4-1
4.1.2 Potential Future Requirements
4-2
4.2 Conventional BNR
4-2
4.2.1 Process Overview
4-2
4.2.2 Treatment Performance
4-3
4.3 Membrane Bioreactor
4-3
4.3.1 Process Overview
4-3
4.3.2 Treatment Performance
4-5
4.4 Relative Benefits and Drawbacks
4-6
4.5 Summary Analysis
4-6
Tables
Table 4.1 Comparison of MBR and Conventional Treatment Processes 4-6
Figures
Figure 4.1 Conventional BNR Process Schematic 4-3
Figure 4.2 MBR Process Schematic 4-4
44ircarvlw- FINAL I JULY 2018 1 i
pw://Carollo/Documents/Client/FL/Collier County/7126G00/Deliverables/TM4
TM # 4 1 Northeast Utility Facility Design Criteria Update I COLLIER COUNTY
Technical Memorandum 4
CONVENTIONAL BIOLOGICAL NUTRIENT
REMOVALVERSUS MEMBRANE BIOREACTORS
FOR SECONDARY TREATMENT
4.1 Introduction
Two secondary treatment process alternatives for wastewater treatment were identified for
further consideration at the Northeast Regional Water Reclamation Facility (NERWRF):
Conventional Biological Nutrient Removal (BNR) and Membrane Bioreactor (MBR).
This Technical Memorandum (TM) presents overall descriptions as well as the relative benefits
and drawbacks of Conventional BNR and MBR processes. Included in this TM are narrative
descriptions for each process, typical treatment performance, advantages and disadvantages,
and a summary analysis.
4.1.1 Effluent Requirements
The effluent requirements for the NERWRF are based on the need to provide reclaimed water
that meets Florida Department of Environmental Protection (FDEP) standards in accordance
with Florida Administrative Code (FAC) 62-610, Part III for Slow -Rate Land Application Systems
for Public Access Areas, Residential Irrigation, and Edible Crops. Effluent requirements include
the following:
• 20 mg/L maximum carbonaceous biochemical oxygen demand (CBODs)
• 5.0 mg/L maximum total suspended solids (TSS)
• pH between 6.0 and 8.5
• High-level disinfection
High-level disinfection, in accordance with FAC 62-600.440(5), includes the following criteria:
• TSS less than 5 mg/L prior to disinfectant application
• Fecal coliforms below detection limits in 75 percent of samples over a 30-day period
• Less than 25 fecal coliform values per 100 mL in all samples
Because chlorine is being used as the primary disinfectant, the NERWRF will be designed to
meet the following additional rules:
Meet the product of the chlorine residual (in mg/L) and the contact time (minutes), or
CT, at peak hourly flow, which is based on fecal coliform levels prior to disinfection.
Fecal coliform level prior to disinfection at the NERWRF is assumed to be less than
1000 per 100 mL. Therefore, the required CT value is 25 mg/L-min.
Chlorine residual of 1 mg/L or greater after 15 minutes of contact time at peak hourly
flow.
4ircarvlw- FINAL I JULY 2018 1 4-1
TM # 4 1 Northeast Utility Facility Design Criteria Update I COLLIER COUNTY
4.1.2 Potential Future Requirements
The potential for future implementation of a reclaimed water aquifer storage and recovery (ASR)
system within Collier County has been discussed. Both Conventional BNR and MBR are similar in
terms of meeting future effluent quality requirements.
4.2 Conventional BNR
This section provides an overview of the conventional BNR process and typical treatment
performance.
4.2.1 Process Overview
The activated sludge process involves the production and selection of microorganisms capable
of performing the necessary transformations of wastewater constituents to achieve the desired
performance to meet permit limits. Activated sludge is a proven technology that produces
relatively high quality effluent. The activated sludge treatment process utilizes a suspended
growth process to achieve biological treatment and has three main components: a biological
reactor for the microorganisms to achieve treatment while in suspension; liquid/solids separation
(commonly achieved in a clarification tank), and a return activated sludge (RAS) recycle system
to return solids from the separation process back to the reactor.
Influent to a conventional activated sludge process achieving biological nitrogen removal
typically flows through anoxic and aerobic zones, and then to a clarification process. Following
the activated sludge process, mixed liquor suspended solids (MLSS) are transferred to a separate
clarifier to achieve gravity separation of the MLSS from the treated wastewater. The separated
MLSS (return activated sludge, or RAS) is recycled to the front of the aeration basin process to
maintain the desired concentration of microorganisms in the treatment process. Some of the
MLSS is generally wasted from the process (waste activated sludge, or WAS). Process
equalization can be provided upstream of the activated sludge process to minimize the impacts
of peak flows to the process. The aerobic zones of the reactor are equipped with diffusers or
mechanical aerators to supply oxygen for the biological treatment process. For diffused aeration
systems, the diffuser density is typically the highest in the first aerobic zone and decreases in
subsequent zones to achieve a tapered aeration effect. The anoxic zones are equipped with
mixers to keep the mixed liquor in suspension and well mixed at all times.
A conventional activated sludge BNR process incorporates a nitrification-denitrification
configuration that provides in the ability to achieve the nutrient removal objectives. Figure 4.1
shows a conventional BNR process schematic. The activated sludge process includes anoxic (un-
aerated) zones to achieve denitrification, and aerobic (aerated) zones to achieve nitrification, as
well as biochemical oxygen demand (BOD) and total suspended solids (TSS) removal. The basins
can be internally compartmentalized using baffles, which provide a physical separation between
the different treatment zones within the basins. Baffles are designed to promote serpentine
"plug" flow and minimize potential short-circuiting and back -mixing between adjacent zones.
Internal recycles and wastewater feed configurations in the aeration basins are incorporated for
specific objectives (e.g., nitrate return, step feed, etc.) There are many variations of conventional
BNR depending on the arrangement of the internal aeration basin zones and variations to the
solids -liquid separation process. These variations and modes of operation can be further refined
in the preliminary design process.
C FINAL I JULY2018 1 4-2
TM # 4 1 Northeast Utility Facility Design Criteria Update I COLLIER COUNTY
Supplemental
Carbon {Backup}
Aeration Secondary Tertiary
' Basins Clarifiers Filtration
From Headworks
To Solids
Handling
Figure 4.1 Conventional BNR Process Schematic
To Disinfection
After the aeration basins, the secondary clarification process is necessary to separate the treated
water from the activated sludge following the biological process. The clarified effluent from the
secondary clarification process undergoes tertiary filtration and disinfection before exiting the
treatment process. Filtration is required for TSS removal to meet Florida's public access reuse
requirements. Chemical feed facilities for coagulant, coagulant aids, or polyelectrolytes must
also be provided to meet the 5 mg/L TSS standard.
A portion of the thickened activated sludge from the bottom of the clarifier is typically recycled
back to the treatment process to control the solids retention time (SRT) of the system. Excess
solids are usually wasted from the secondary clarifiers and sent to solids storage and handling
facilities designed forthe ultimate disposal or use of the solids.
4.2.2 Treatment Performance
Conventional activated sludge processes are proven and reliable means to achieve BOD, TSS,
nitrogen, and phosphorous removal. The conventional activated sludge process with tertiary
filtration can be designed to produce a stabilized secondary effluent having BOD and TSS
concentrations of 3 to 5 mg/L each. Configurations of the conventional activated sludge process
allow flexible control of the nitrification, denitrification, and biological phosphorous removal.
Typically, such systems can produce a stabilized secondary effluent containing 6 to 10 mg/L of
total nitrogen. However, conventional activated sludge system design may be limited in
nitrification and denitrification with certain wastewater characteristics and organic loadings.
4.3 Membrane Bioreactor
This section provides an overview of the MBR process and typical treatment performance.
4.3.1 Process Overview
The MBR process utilizes suspended growth biological treatment in an activated sludge process
followed by membrane filtration to achieve solids -liquid separation. The MBR treatmenttrain is
similarto conventional treatment processes except that membranes replace the secondary
FINAL I JULY2018 1 4-3
TM # 4 1 Northeast Utility Facility Design Criteria Update I COLLIER COUNTY
clarifiers and tertiary filters. Because the process incorporates a membrane barrier, it produces a
low turbidity effluent that is not impacted by quality changes in the feed water. The effluent TSS
concentration is low enough that tertiary filtration is not required. In addition, the process
produces a very consistent treated effluent turbidity, promoting optimal operation of
downstream treatment processes.
In contrast to a Conventional BNR alternative, in an MBR system the MLSS concentration in the
aeration basins is not driven by the solids loading capacity of solids -liquid separation process, or
influenced bythe settling characteristics of the activated sludge. Typically, the biological
reactors (i.e., aeration basins) in MBR systems operate at MLSS concentrations in the range of
5,000 to 8,000 mg/L, compared with approximately 2,500 to 3,000 mg/L in a conventional
activated sludge system. The higher MLSS provides the benefit of greater treatment capacity
per unit volume of aeration basin. To minimize the solids buildup near the membrane surface,
which would reduce the flow of water through the membranes, membrane agitation air is
introduced to scourthe membrane surface. This air is typically provided in addition to the
biological process air requirements. Chemical cleaning of the membranes with sodium
hypochlorite and citric acid is also required periodically (one to three times per year) to prevent
long-term fouling of the membranes.
Similar to conventional BNR, the aeration basins for an MBR process include internal zones and
recycle flows that can be arranged to achieve different process configurations and meet different
water quality objectives. Figure 4.2 shows the MBR process schematic. Also, similar to the
conventional BNR alternative, WAS is sent to solids storage and handling facilities designed for
the ultimate disposal or use of the solids. The WAS from an MBR process is typically
approximately 1 percent solids (typical MLSS concentration range in the MBR tanks is between
8,000 mg/L and 10,000 mg/Q.
From Headworks
Supplemental
Carbon{Backup)
■
Fine ■ Aeration Membrane
Screening ■ Basins Filtration
■
RAS/WAS
Pumping
RAS
To Solids Handling 4
WAS
Figure 4.2 MBR Process Schematic
To Disinfection
All MBR systems require screening of the influent to protect the membranes. In systems that
incorporate hollow -fiber membranes (most systems), it is important that abrasive solids, hair
and other stringy materials be removed prior to membrane filtration. To accomplish this, MBR
systems require initial screening of the incoming raw wastewater of about 6 mm followed by fine
screening in the range of 1.0 to 2.0 mm. The initial screening is provided to remove large solids
that could quickly blind or damage the fine screens. Perforated -plate type screens are a common
44rcarvlw- FINAL I JULY 2018 1 4-4
TM # 4 1 Northeast Utility Facility Design Criteria Update I COLLIER COUNTY
screening technology used for MBR systems. Abrasive solids can wearthrough the membrane
fibers and cause failures, while hair and other stringy materials wrap around the fibers and cause
clumping of the mixed liquor and are very difficult to remove. Ideally, fine screens should be
installed upstream of the aeration basins in order to screen all the wastewater entering the
treatment process.
Membrane filtration is a proven technology for the removal of wastewater contaminants and can
provide reliable treatment over a wide range of influent qualities. Process equalization can be
incorporated upstream of the MBR process to help eliminate the stress of peak flows on the
membranes and reduce the number of membrane elements required.
There are many different membrane system suppliers in the industry today. Systems typically
seen in U.S. municipal applications include:
• Suez (formerly GE Zenon)
• Kubota
• Koch
• Evoqua (formerly Siemens Memcor)
Membrane methods generally fall into two types: hollow -fiber and flat plate. The membranes
themselves are made from a variety of materials, such as PVDF and PE, and have pore sizes from
0.04 to 0.4 µm, which by definition categorize them in the realm of microfiltration (MF) or
ultrafiltration (UF). While many suppliers of membranes exist, there are two that generally have
the largest number of installations, longest amount of operating history, and systems of largest
capacity in the municipal wastewater treatment industry: Suez (formerly GE Zenon), which
offers a hollow -fiber membrane and Kubota, which offers a flat -plate membrane technology.
The various membrane system suppliers offer unique and proprietary systems, equipment, and
treatment methods. Each system has different requirements for cleaning, air scouring, and
control systems. Therefore, it difficult to design a treatment plant that could accommodate the
multiple types of membrane systems. The common, and recommended, approach is to pre -
qualify and pre -select a membrane system before designing the treatment basins, air and
process piping, cleaning facilities, and control systems to accommodate the specific membrane
system in the most cost-efficient and effective manner.
4.3.2 Treatment Performance
With proper biological design, the MBR process produces high quality effluent with BOD
concentrations similar to the conventional activated sludge system. The MBR process also
produces a consistent effluent with very low turbidity (< 0.1 to 0.2 NTU) and TSS (< 0.5 mg/Q.
The MBR system can be designed to achieve anticipated nitrogen limits. Nitrification and
denitrification processes are accomplished in the aerobic and anoxic biological processes priorto
the membrane tank. The high dissolved oxygen concentration (i.e., 4 to 6 mg/L) in the mixed
liquor returned from the membrane tank to the anoxic zones can have an adverse effect on the
denitrification process. However, the process design can incorporate provisions to overcome this
issue by including a de -aeration zone (preferred approach) or separate mixed liquor and nitrate
recycles (not preferred due to high pumping power requirements).
C FINAL I JULY2018 14-5
TM # 4 1 Northeast Utility Facility Design Criteria Update I COLLIER COUNTY
4.4 Relative Benefits and Drawbacks
Table 4.1 summarizes the relative advantages and disadvantages of the conventional BNR and
MBR processes.
Table 4.1 Comparison of MBR and Conventional Treatment Processes
Conventional BNR
• Common biological treatment process with
a long history of successful application
• Familiar operations for existing staff
• Familiar maintenance for existing staff
• Lower O&M costs (--10-15%)
Membrane Bioreactor
• Larger footprint
• More susceptible to biological upsets
(e.g., filament impacts on settling and
filtered water turbidity excursions)
• Consistently low TSS and turbidity effluent 0 Higher O&M costs (--10-15%)
• Smaller footprint 0 More complex and less common O&M
• More conducive to modular expansions • Inconsistent with other County WRFs
• More potential for automated operation
In addition to comparing the relative benefits and drawbacks of each process, selecting the
appropriate secondary treatment process should consider a number of factors. Examples of the
items that may be included in further evaluation are as follows:
• An understanding of required components
• An understanding of the operator and maintenance attention required
• Site planning considerations
• Estimated construction, operations and maintenance, and life cycle costs
4.5 Summary Analysis
Both conventional BNR and MBR are proven secondary treatment processes forthe treatment of
wastewater. The MBR process couples the activated sludge process with low-pressure
membranes. The membranes provide solids separation, and combine the secondary clarification
and tertiary filtration processes in one unit process. The conventional BNR process requires
secondary clarification and tertiary filtration, both of which have potential for process upset. The
two options require different equipment, basin sizes, and maintenance attention.
For the capacity and design criteria of the Northeast WRF, conventional BNR and MBR
construction costs are similar and well within the range of error at this level of cost estimation.
Conventional BNR typically has more common O&M and slightly lower O&M cost, but requires a
larger footprint and offers less flexibility for incremental capacity expansion. The MBR process
can produce more reliable quality effluent in terms of turbidity and TSS. Although the MBR is
less susceptible to process upsets than conventional BNR, the MBR process requires more
complex O&M.
In summary, Conventional BNR and MBR are robust, proven processes, and selection between
the two is truly a decision best made by the individuals responsible for funding, operating, and
maintaining the system.
4ircarolle- FINAL I JULY 2018 1 4-6
11.J.c
Attachment 3
Northeast Utility Facilities Technology Changes
This is a summary of technology changes required to the 2010 Northeast Water Reclamation Facility and
Water Treatment Plant designs based on the 2018 Design Criteria Update technical memos. These design
changes will be made through future contract amendments.
Northeast Water Treatment Plant Technology Updates
Instrumentation and Controls: Due to technological advancements that have occurred since 2010, multiple
design updates for technology are required. GE iFix software will be replaced with Rockwell Factory Talk
Software which will optimize integration between Allen Bradley PLCs, VFDs, and HMI interfaces.
Electrical Power: Change from medium voltage to low voltage due to lower ultimate buildout capacity
than originally anticipated.
Process and Equipment:
• Utilize motorized turbo boost instead of interstage booster pumps.
• Include limestone contactors in the initial design instead of adding in the future as contemplated in
2010.
• Addition of a hydrofluorosilic acid storage and feed system.
• Design modifications needed due to the reduction of treatment capacity from 10 to 5 mgd on the
following systems: ammonia storage capacity and ammoniator; storage and feed systems for scale
inhibitor, carbon dioxide and caustic soda.
• Changes in quantities are needed due to the reduction of treatment capacity on the following
systems: cartridge filters, RO feed pumps, RO trains, permeate flush, degasifiers, transfer pumps,
ground storage tanks and high service pumps.
Northeast Water Reclamation Facility Technology Updates
Instrumentation and Controls: Due to technological advancements that have occurred since 2010, multiple
design updates for technology are required. GE iFix software will be replaced with Rockwell Factory Talk
Software which will optimize integration between Allen Bradley PLCs, VFDs, and HMI interfaces.
Electrical Power: Change from medium voltage to low voltage due to lower ultimate buildout capacity
than originally anticipated. Retain medium voltage in the wellfield.
Secondary Treatment: Replace bio-nutrient removal (BNR) technology with membrane bio-reactor
technology (MBR). MBR is a PUD requirement based on achieving sustainable, reliable and more
predictable water quality/quantity for public access use. Replace clarifiers and filters with membranes.
Modify screening accordingly.
Process and Equipment:
• A thorough evaluation of screening technologies and concepts is needed to select the best option
available at the time.
• The general sludge holding, and dewatering concepts are not expected to change; however, higher -
solids options should be evaluated for more cost-effective sludge disposal.
1/2
Packet Pg. 755
11.J.c
Treatment Capacity Update
Note that the 2010 treatment capacity of the Northeast Water Treatment Plant ranged for 10 mgd for
Phase 1 up to 45 mgd. Current growth projections indicate that the appropriate capacity of Phase 1
should be 5 mgd, with an ultimate capacity of 15 mgd.
Likewise, the 2010 treatment capacity of the Northeast Water Reclamation Facility ranged for 4 mgd for
Phase 1 up to 20 mgd. Current growth projections indicate that the appropriate capacity of Phase 1
should remain at 4 mgd, with an ultimate capacity of 12 mgd.
While the anticipated ultimate capacities have reduced since 2010, the ability to reach those greater
capacities will not be diminished by the current plans. Ultimate buildout capacities will be confirmed by
the Master Plan currently underway.
2/2
Packet Pg. 756
11.J.f
ONTRA(
NORTHER
PRO-JFC-Al
Public Utilities Department
7/ 14/20
Section 11
B"
0
Q►
CoLC-ier County
Packet Pg. 757
11.J.f
To provide time and materials professi
engineering services for the design, p(
construction of utility facilities in the nc
portion of Collier County.
w
�a
L
O
L)
LL
D
W
Z
c>
N
n
Packet Pg. 758
11.J.f
Initiate time -critical design, permitting and
construction assistance of Deep Injection Wells,
Advance site design for anticipated water and
wastewater treatment facilities.
Inform the public of upcoming utility projects.
Initialize CMAR activities for the Deep Injection
Wells, the future Northeast Water Reclamation
Facility and Water Treatment Plant
W A I: I :VA
43
0
ci
LL
n
LU
z
P
I,-
C4
n
-- A
FPacket Pg.
11.J.f
1) Deep Injection Well (DIW) Development
2) Site/Civil Engineering design updates
3) Public Involvement Program
4) Construction Manager at Risk (CMAR) Coordination
w
�a
L
O
L)
LL
W
Z
w
N
n
Packet Pg. 761 1
11.J.f
To approve and authorize the Chairmai
sign the attached Seventh Amendment
Agreement No. 04-3673 with Carollo
Engineers, Inc., in the amount of $1,637.,
and to authorize the necessary budget
amendments.
w
�a
L
O
L)
LL
D
W
Z
c>
N
n
Packet Pg. 762 1