HomeMy Public PortalAbout05 13 15 Workshop meeting packetMAYOR:
VICE MAYOR:
COMMISSIONERS:
Scott W. Morgan
Robert W. Ganger
Joan K. Orthwein
Thomas M. Stanley
Donna S. White
May 6, 2015
WORKSHOP MEETING BEING HELD BY THE TOWN COMMISSION OF THE
TOWN OF GULF STREAM, FLORIDA ON WEDNESDAY, MAY 13, 2015 FROM
5:30 P.M. TO 7:00 P.M., IN THE COMMISSION CHAMBERS OF THE TOWN
HALL, 100 SEA ROAD, GULF STREAM, FLORIDA.
AGENDA
I. Call to Order.
II. Pledge of Allegiance.
III. Roll Call.
IV. Long Term Planning/Concepts
A. Items from the Town Manager
B. Items from the Mayor and Commissioners
V. Adjournment.
SHOULD ANY INTERESTED PARTY SEEK TO APPEAL ANY DECISION
MADE BY THE TOWN COMMISSION WITH RESPECT TO ANY MATTER
CONSIDERED AT THIS MEETING, SAID PARTY WILL NEED A RECORD OF
THE PROCEEDINGS, AND FOR SUCH PURPOSE, MAY NEED TO INSURE
THAT A VERBATIM RECORD OF THE PROCEEDINGS IS MADE, WHICH
RECORD INCLUDES THE TESTIMONY AND EVIDENCE UPON WHICH THE
APPEAL IS TO BE BASED. F.S.S. 286.0105
INTER- OFFICE MEMORANDUM
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TOWN OF GULF STREAM, FLORIDA
OFFICE OF THE TOWN MANAGER
WILLIAM H. THRASHER
DATE: May 13, 2015
TO: Mayor Morgan and Town Commissioners
RE: Long Term Planning/Concepts
Throughout the years there has been a great deal of valuable information produced for the Town. This
information has been provided by various professionals and at considerable expense. Although there may
be "dated" materials, I believe it is important to consolidate all of the significant future concepts and
possibilities into this one document. These reports and information may also assist the Commission in
determining projects that they may feel are not in the best interest of the residents.
Financial Reserves — General Fund $2.OM Goal
It has always been a high priority or goal for every Commission to have adequate financial reserves.
Consequently, to carry that theme forward, I rank adequate reserves as the most important goal to achieve.
It is my opinion and recommendation that the General Fund Reserve should be $2M. It is impossible to
hold reserves at any consistent planned level. However, that planned level of reserves should always be a
fundamental criteria when setting the annual millage rate, regardless of the challenge to raise taxes.
Financial Reserves - Water Utility Fund $1.5M Goal
Later on in this memo, I will discuss the large amount of water distribution piping that must be replaced
within the next ten (10) years. With that thought in mind, I believe that the Water Utility Fund Reserve
goal should be $1.5M. Each year, regardless of the increased cost of purchasing water from Delray, an
additional factor of increased fees must be contemplated in order to build more reserves.
Town Hall Expansion — 600 SF $200K
Attached to this memo is a single page depicting a very basic proposed design and includes an elevation
view. This was prepared in early 2012. The layout of the rooms is not what would ultimately be
recommended by staff. However, it does provide space that is needed. Although the Town is actively
pursuing scanning all pertinent files and generating some available space, it will not be adequate.
The overall layout of the workable office space would be redesigned to accommodate a better work flow
and sufficient work space presently missing. In addition to the existing workforce, I recommend the
implementation of a new department or section of the current building department titled, Building
Permits and Inspections. Presently the Town does the zoning review for building permits and sends the
permits to the City of Delray Beach for the Florida Building Code permitting. This added function will
require two full time employees (FTE) whose duties will include Code Enforcement. This consolidated
and full function department will provide improved efficiency, shorter turnaround time on building
permits and proper and more complete code enforcement capabilities. The labor would be approximately
$175K and would be offset by permit fees. The City of Delray budgets approximately $200k revenue
associated with the Town of Gulf Stream's permit applications. In one recent Fiscal Year the actual
revenue realized by the City of Delray Beach was over $500k. The breakeven of this expanded
department is achievable if there is usable working space available.
Memo to Commission
Long Term Planning
Page 2
May 13, 2015
Barrier Island Fire Special District — Feasibility Study $80K
Presently, the Town contracts for EMS and Fire protection with the City of Delray Beach. The current
contract expires 9/30/2020 and the contract amount increases each year by the greater of the CPI or 5 %.
For Fiscal Year 2016 the budgeted annual cost is $430k. This contract provides excellent service, one of
the highest available, and at a very reasonable cost. However, because it is a contract there is no
guarantee that Delray's 2019 legislature will be inclined to renew the contract, and if they were inclined to
do so, what the cost may be. Therefore, a contingency plan should at least be explored and evaluated at
least 18 -24 months prior to the expiration of the current contract.
In early 2011, the Town explored a possible alternative concept to that of contracting with Delray. Since
it would be impossible for the Town to fund a full scale fire department by itself, the idea of a "Barrier
Island Fire Special District" began to surface. To that end, Willdan Homeland Solutions, a subsidiary of
the contractor that provided the detailed methodology for the Town's Utility Underground project, was
asked to quote the cost for developing a feasibility study. The idea and hope was that interested
municipalities would share in the cost of the feasibility study. There seemed to be five (5) possible users
of the study.
The Taxing District would need the approval of the State and would operate on its own financial platform.
Funding for equipment, fire station upgrades and construction would be through a General Obligation
Bond and the annual debt service payments would be assessed to each participating entity.
2' Widening of Core District Road: Gulf Stream Polo, Old School, Lakeview, Banyan $300K
Attached is a recent quote of a current vendor, Anzco Inc., for widening 2' of a portion of roadway on Old
School Road between Polo and Gulf Stream. This project was to be a joint venture between the Town and
residents in that area. Ultimately, the financial contribution plan was not workable. However, this
process did provide some idea of the cost for widening a section of road by 2'. There are approximately
8,600 lineal feet of roadway in the above referenced roads representing a cost of $300k..
Town's Fire Station and Maintenance Facility $1.OM
Attached to this memo is proposed floor plan, site plan and elevation prepared mid -2004. The current
maintenance building space and layout is inadequate for the current work activity and responsibilities.
Almost three (3) years ago the Town decided to do the water utility maintenance "in house" rather than by
a contractual basis. This approach has proven feasible and successful. However, the housing of inventory
parts, equipment and personnel activity is problematic. The FFE elevation is lower than what it should be
and is prone to flooding. Also, during hurricane events the police department employees and other staff,
myself included, cook and eat meals in the open garage area. Reasonable accommodations would be
better. Coupling the needs of the maintenance building with that of a potential fire station seemed
reasonable to consider.
Water Line Distribution Svstem Replacement $8.1M
In late 2011, the Town's water utility contractor was asked to provide the age of all water distribution
lines within Gulf Stream and his cost estimate to replace. Attached to this memo is his January 6, 2012
letter in response to the Town's request.
Assuming a life expectancy of 75 years for distribution lines, and therefore considering the replacement of
all water distribution lines installed beginning in the 40's and up to and including the 80's, the cost is
challenging. However, it cannot be assumed that all of the lines will become inoperative at the same time,
but rather over time. Therefore, the establishment of adequate reserves, as discussed earlier could
possibly handle the financial replacement cost throughout the years. In the event that such a plan is
unsuccessful, long tern bond/loan financing would be necessary.
Water Treatment Plant Feasibility Study Capital $11M Annual Maintenance $883K
Attached to this memo is a "Water Treatment Plant Feasibility Study" provided to the Town in mid -2006.
The availability of water may someday be a very costly commodity. Presently, the Town's contracts with
the City of Delray Beach for potable water. The 2016 draft budget estimates the volume cost of water to
Memo to Commission
Long Term Planning
Page 3
May 13, 2015
the Town at approximately $670k. The contract price is based on the Delray's bulk water rate and is a
reasonable cost or fee. This contract expires 6/17/2023.
The 2006 feasibility study appears to be price prohibitive both on the construction cost side and also the
yearly cost of maintenance. At one time it was thought that the Gulf Stream Golf Club may want to
participate in this venture, but currently that option does not exist.
A.1.A. Wastewater Feasibility Study $4M Low Pressure System
Attached to this memo is an A. LA Wastewater Feasibility Study provided to the Town in late -2002. This
study addressed two separate types of wastewater systems: Gravity and Low Pressure. The low pressure
system excluded the existing low pressure system located in the Core District in Town. Because of this
and the difference in capital required, I believe that a low pressure option would be advantageous.
Outside funding would be required and would be a general obligation bond/loan.
The estimated cost to install this system is approximately $4M. Most likely, at some time, the existing
low pressure system may need to be transferred to the responsibility of the Town to effectively coordinate
the maintenance of the systems.
A Financing Scenario
Assume a $l OM general obligation bond financed over 30 years at 4.5%.
Yearly debt service P &I: $575k/Yr.
G/O millage rate required: 0.75 to fund debt service P &I.
Cost Per $1M Taxable Value: $750/Yr.
Cost Per $5M Taxable Value: $3,750/Yr.
Assume a $ l OM general obligation bond financed over 15 years at 4.2%
Yearly debt service P &I: $900k/Yr.
G/O millage rate required: 1.15 to fund debt service P &I.
Cost per $1M Taxable Value: $1,150/Yr.
Cost per $5M Taxable Value: $5,750/Yr.
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Mom Associates, Inc,,,
Town of Gulf Stream
100 Sea Road
Gulf Stream, FL 33483
RE: Gulf Stream Town Hall
Mr. Bill Thrasher
Mouw Associates, Inc. has reviewed your preliminary proposed addition to
the Gulf Stream Town Hall drawn by Digby Bridges, Marsh & Associates,
Inc. and proposes a conceptual budget of One Hundred Thirty -Six
This cost should be within +/ -10 of actual.
Listed below are Items By Owner and Clarifications from which this
proposal is based on,.
Items By Owner
1. Building Permit / Impact Fees
2. Builders Risk Insurance
3. Architect & Engineers Fees
4. Cabinetry @ Town Manager's Office
Clarifications
1. HVAC — We have assumed the existing A/C equipment is large
enough to handle the additional load. If not add five to eight
thousand dollars for new equipment.
2. Electric — We have assumed the existing electrical panel can absorb
the additional electric added.
3. Estimate — The estimate includes a $10,000.00 budget for interior
work in the existing Town Hall.
4. Windows — We have included two new windows and one relocated.
5. Building Pad —We have assumed the ground is of sufficient
capacity to not require piling and standard normal compaction is all
this is required.
General Contractors - CGCk038463
601 N. Congress Avenue, Suite 109 • Delray Beach, Florida 33445
Telephone (561) 276 -9640 • FAX (561) 265 -3886 • www.mouwassociates.com
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Town of Gulf Stream
RE: Gulf Stream Town Hall
Page Two
6. Landscape /Irrigation — We have included a $2,500.00 budget for new
sod, perimeter hedge and irrigation modification.
If you have any questions or require any additional information please do
not hesitate to contact me directly.
Sincerely,
MOUW ASSOCIATES, INC.
Richard Mouw
President
WILLDAN extending
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_ Homeland Solutions mach
September 9, 2011
Mr. Bill Thrasher
Town Manager
Town of Gulf Stream
100 Sea Road
Gulf Stream, Florida 33483
SUBJECT: Five Communities Fire Service Feasibility Study
Dear Bill:
Per your request, I am pleased to present the attached Scope of Services for
consideration of the "Five Communities Group" (Group). Our proposal is to perform a
comprehensive feasibility study in two phases.
The first phase is a limited community risk assessment to identify and analyze the
Group's public safety needs, service demands, and current service levels (performance
and capacity) presently provided by the three fire departments serving the five
communities. Additionally, we will evaluate the Group's service demand against service
level for any mismatch between need and capacity, and summarize the Group's
expenditures for fire protection. The phase one report will enable the Group's elected
and appointed officials to have a substantive and informed discussion on fire protection.
The Discussion should center on a deliberation concerning the appropriate course of
action with respect to how the area is served in the future and whether a collective
desire exists to move forward with the second phase.
The scope of work for phase two would be negotiated based on direction from the
Group, but would be envisioned to include analysis and options for a single fire
protection solution for the Group that might include solutions based on consolidation,
subcontracting, a new fire department, or other options.
Our company appreciates the opportunity to submit this proposal and assist the Group
in identifying the public safety structure that will provide the best service delivery based
on a detailed qualitative and quantitative cost/benefit analysis. Model studies of this
nature and scope are our firm's core competencies.
It is our firm belief that after reviewing our proposal and meeting with our project team
members, you will be confident that we understand very well the dynamics of managing
contemporary public safety services in today's complex environment and are clearly the
appropriate and best to 'am for this study. We base our approach to servicing our clients
on the strengths and experience of our key staff. Our technical competence, operational
experience and management assessment capabilities clearly provide you with not just
Engineering I Gaotechnical I Frmn mmenlal I Financial I Homeland Security
714.940.6300 1 800-424.0144 1 fax. 714.040-4020 1 2401 East xalella Avenue. Suite 300, Anaheim, CA 928088073 1 www.wla0an.ro
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Homeland Solutions reach
,.a consultant" but "THE consultant" in the industry. We understand the local and
regional issues and concerns and how to obtain the most accurate and detailed
information to arrive at a decision that all will be able to assess objectively.
No other firm matches Willdan Homeland Solutions' combined breadth of directly
relevant technical and operational expertise and depth of experience working
specifically in the public sector. Drawing upon this strength we have developed an
extremely compliant, cost effective, timely and practical work plan and schedule to
complete this study. Our work plan will ensure that the Five Communities Group will
meet its objectives of obtaining a critical analysis of your present operations that is on-
time and within budget.
We are excited about this opportunity to utilize our team's skills and expertise to assist
your Group as they take on the effort to providing the best and most efficient fire service
by developing strategies to approach issues of community responsiveness,
communication and outreach and sustaining your combined reputation for fiscal
efficiency.
Upon approval of the contract we will provide a list of required documents that we would
ask each community and each community's service provider to produce.
The WHS Team is available to begin work immediately and believe we can complete
the assigned projects in accordance with your desired schedule. If you have any
questions regarding our qualifications or require additional information, please do not
hesitate to call me at 714 - 940 -6370 (cell 949 - 300 -9104) or Mr. Lee Evett at 407 -352-
3958 or his cell at 407 - 739 -9190.
Sincerely,
Joseph De Ladurantey
Willdan Homeland Solutions
Engineering I Geatecnnlcal I Enwronmental 1 Financial I Hameland Security
714.940.6300 1 800A24.9144 I lax: 714.940.4920 1 2401 EaSt Katella Avenue., Suite 900, AnaYMIm, CA 92806 -8073 I vnvwsAlydanxom
Table of Contents
Understanding and Approach ................. ...............................
Scopeof Work ........................................ ...............................
Scope and Objectives .......................... ...............................
Overview............................................. ...............................
Methodologies..................................... ...............................
TaskPlan ............................................. ...............................
Task 1.0 Initiate and Manage Project ............................
Task 2.0 Determine Evaluation Structure ......................
Task 3.0 Develop Comparative Configuration Analysis
KeyProject Staff ..................................... ...............................
ProjectTimeline ...................................... ...............................
Cost......................................................... ...............................
Insurance................................................. ...............................
WILLDAN
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Five Communities Fire Service Feasibility Study I
Understanding_ and Approach
In small and large cities alike, firefighters and police officers have been examining the
various methods to maintain a high level of service and become more fiscally
responsive to reduced revenues. Consolidation with other communities or the creation
of a Fire District or regional police force has often been the chosen option. Many
communities have been reducing their non - public safety level of service for years. Given
that typically 40 to 50 percent of municipal budgets go to public safety, it is inevitable
that cuts or modifications must start to impact the uniformed services.
There is growing discussion among many communities about whether their individual
fire departments are deploying their resources to maximum effect and in a cost effective
manner compared to a cooperative effort by several communities. In this economic and
political climate, questions that have never been asked are now being considered. Is
there a better way to maintain or enhance our fire services while maintaining feasible
and affordable costs?
There are new ways for fire and rescue operations to revisit the methods by which they
deliver services. Willdan has examined the changing landscape as it relates to fire
services and studied the various alternative configurations. With this study we will
examine the feasibility of the Five Communities establishing its own brand of fire
protection services.
Our proposal includes a presentation of the overall Scope and Objectives with an
appropriate methodology for examining service levels and a work plan that will
incorporate comprehensive research and data gathering, cost analysis and to a
controlled degree, financial modeling and forecasting. We will provide potential
configurations for the City to make a determination if a more cost - effective fire service
option is feasible.
1. Thinking more regionally to utilize Mutual Aid available from surrounding
communities and to provide Mutual Aid to surrounding communities with a
partnership approach to fire services.
2. Examine the data to determine the appropriate capacity and response levels
needed. Instituting a response protocol that more adequately fits the
circumstances can modify emergency response parameters.
V./WI LLDAN
Homeland solutions I Five Communities Fire Service Feasibility Study
3. Evaluate the deployment of personnel, the civilianization of non critical positions,
and contracting out services when that is a more cost effective approach.
4. Examine the feasibility and effectiveness of consolidating the Group's fire
protection in a single contract with one of the current fire department providers
instead of the three.
The decision on how to best provide fire service protection must also be driven by the
ability to maintain local control over today's and tomorrow's future expenditures.
11"WI LLDIAN
Homeland Solutions Five Communities Fire Service Feasibility Study
Scone of Work
The Five Communities are presently serviced by three separate organizations, the
County (2 contracts), and the City's of Delray Beach (1 contract) and Boynton Beach (2
contracts).
With three separate organizations, there are three separate legal arrangements and
three separate approaches to providing modern fire and rescue services.
The first phase of this study must be to quantify the current levels of service and
produce an arrangement on what single service level the Group wishes to employ. We
strongly encourage the Group, prior to undertaking phase one of this study or any other
study dealing with Fire /Rescue services, to come together and discuss funding
arrangements, operational concerns, sharing control, facilities, and other support
services. A fair and equitable funding arrangement agreeable between the Group's
members should be in place, at least in concept or principle, prior to commencing this
study. While the Willdan team can certainly assist the Group in these discussions, it is
ultimately up to the Group to determine a common path forward on an equitable cost -
sharing arrangement.
In addition to a cost sharing arrangement, operational policies, provisions for physical
facilities and equipment, management structure, personnel recruitment, training
standards and a host of additional items will need to be provided and agreed upon by
the Group before operations can begin. Without these fundamental agreements, any
review of potential models of operation or formulating plans is premature.
Scope and Objectives
The ultimate scope of this study should be threefold: In Phase One: (1) Conduct a
limited community risk assessment to identify and analyze the Group's public safety
needs, service demands, and current service levels (performance and capacity)
presently provided by the three fire departments serving the five communities;; 2)
Evaluate the Group's service demand against service level for any mismatch between
need and capacity, and summarize the Group's expenditures for fire protection. ; In
Phase Two: 3) The specific scope of work for phase two would be negotiated based on
direction from the Group, but.would be envisioned to include analysis, options, cost
estimates, and action plan for a single fire protection solution for the Group that might
include solutions based on consolidation, subcontracting, a new fire department, or
other options identified in Phase One..
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liomeiand solutions Five Communities Fire Service Feasibility Study
Specific study objectives include:
Phase One:
• Create a "side -by- side" comparison of the three presently contracted Fire
Services to include community risk, service demand, service level, performance
data, and other elements.
• Identify the key elements and requirements of a model Fire and Rescue
Department operation that is capable of providing the unified level of services.
• Identify variables to evaluate the different Effective Response Force (EFR)
configurations for fire suppression and emergency medical services.
• Conduct a basic benchmark analysis with comparable cities to identify the
optimally sized and scoped Fire and Rescue Department.
• Determine requirements for a Certificate of Public Convenience and Necessity
(COPCN)
• Level of service expectations to include an analysis of distribution and
concentration objectives
• Physical space needs analysis
• Develop reliable performance estimates for the service level to be provided to
include.
• Needed equipment and facilities
• Training and certification of uniformed and civilian personnel
• EMS requirements, delivery, and transportation options
• Maintenance requirements
• Annual training requirements
• Risk Management liability issues, concerns, and potential impact
With the foundation service elements identified, reach an agreement on a unified
service level that will form the basis of either the RFP process or "new
department' process
WILLDAN
}._ f,; Homeland Solutions Five Communities Fire Service Feasibility Study 4
Overview
To meet the study objectives discussed above, the ultimate product of this study (Phase
One and Two) should be a plan to either establish a Fire and Rescue Department in a
fiscally responsible manner that would meet the service level expectations of the five
communities or prepare the basic elements of an RFP to seek a single contractor to
provide Fire /Rescue Services to the Five Communities. In executing this first Phase, we
will perform a total of three tasks as outlined on the following pages and detailed in the
Task Plan below.
Methodologies
We intend to use five discrete methodologies that will complement one another and
serve to support study findings and recommendations. Together, these approaches will
efficiently meet study objectives. Below is a brief overview of each approach, along with
its purpose and benefits. The work plan contains additional discussion of these
methodologies.
Personal Interviews. This is the most commonly used data - gathering approach.
Personal interviews are especially useful for revealing goals and objectives,
addressing potentially sensitive subjects and, in general, allowing interviewees to
participate in laying the foundation for the type and scope of fire services
required.
Field and In -Office Observations. Through site visits and other observations of
day -to -day operations, our project team will gather first -hand information
regarding the provision of public safety services as provided by the Cities of
Delray Beach, Boynton Beach and Palm Beach County Fire Rescue. This form of
analysis is essential to developing a thorough and realistic understanding of
public safety demands.
Document Review. This method is often the core of data gathering and analysis.
It is used extensively in the initial stages of an assignment to provide background
information, such as the current contracts with the three contractors, Florida state
laws, Florida Administrative Code, industry standards, existing policies,
procedures, personnel regulations, and employee union contracts. These
documents may reveal key study issues. We would use this approach throughout
the study to document needs, requirements, opportunities, and restrictions.
Comparative Analysis. In analyzing any organization, it is important to evaluate
service levels, costs, organizational structure, services provided, staffing levels,
policies and practices, and other information from other comparable
organizations and industry standards in Florida and specifically Palm Beach
County. In this benchmark study, we will work to identify appropriate agencies
and comparative data points to identify service levels, EMS service standards,
and fire loss statistics. After review we will then collect and compare various
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Homeland solutions Five Communities Fire Service Feasibility Study
statistics and other information from the selected organizations. We anticipate
gathering data from all three current fire department providers and potentially
other appropriate organizations.
Financial Modeling and Forecasting. Our approach focuses on identifying the
current levels of service, their attendant costs, and revenue sources available to
support their delivery. We will develop financial models that will identify those
elements of costs, including direct and indirect, allocated overhead and support
services, fixed and variable, and their relative impacts in determining the overall
costs of current service.
V.WILIM
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Homeland Solutions
Five Communities Fire Service Feasibility Study 6
Task Plan
Task 1.0 Initiate and Manage Project
We have combined the initial task of starting the project with the on -going task of
monitoring, controlling, and administering the project. The on -going project
management activities are directed to track the project's progress against the project
work plan, reporting progress for the project management purposes and communicating
regularly with the project team. We will request the Five Communities to establish a
"Study Management Committee" through whom we will work and report.
The activities performed in Task 1 are crucial to the success of the study for several
reasons. First, the work schedule for the project must be defined and clearly
understood, so that expectations concerning study objectives and our approach to the
project are mutually held by the Group and Willdan.
A detailed project schedule in the form of "Deliverables"" will also assist the Group and
the consultants in monitoring the progress of the work and the timeliness of the
deliverable submitted. It will be of particular importance to ensure from the initial steps
of the engagement that the roles of all involved are clear to both the Group's staff and
consultants and that appropriate lines of communication are established. Overall, this
approach will help ensure that both the consultant and the Group are performing their
work in an open, transparent, and positive environment.
The specific sub -tasks we will perform include:
Meet with the Group Management Committee
The designated Group "Management Committee" will be the key contact point for
Willdan. It is critical for project completion and to expedite meetings and discussions.
During this subtask, the consultant team will establish a meeting schedule with the
committee to provide regular project updates and receive project feedback. Meetings
will be held to ensure that the study direction adequately represents the desires of the
Five Communities.
Review Goals and Objectives of Proposed Study & Finalize Work Plan
Willdan will meet with the Five Communities to discuss and develop any needed
refinements, if any, to the work program, which will be reflected in the scope of services
and contract. We will also meet to develop a more detailed timeframe. This will ensure
that progress on the study can be more easily accessed and tracked.
Collect Preliminary Data
Preliminary data will be collected both inside and outside the area in order to further
define the scope of services. This data, to be furnished by the Group will include, but
not be limited to: operating procedures, policies, program descriptions, work plans,
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Homeland Solutions I Five Communities Fire Service Feasibility Study
strategic plans, job descriptions, selected technical and analytical reports, workload
data, financial reports, and other statistical data.
Manage Contract
This task will consist of monitoring the progress of the completion of tasks; quality
control; monitoring engagement files, work papers, and billing; and timely submittal of
deliverables.
Task 2.0 Determine Evaluation Structure
This task establishes the foundation for all analytical work to follow. In this task, we
conduct interviews with individuals with an interest in or information regarding public
safety functions presently provided. We will gather and analyze comparative data on
various service configurations from cities similar to the Five Communities.
Determine Size and Scope of Fire Suppression and EMS Services
We will work to identify the appropriate individuals to interview and methodologies to
solicit this information. We will gather perspectives and information on the appropriate
size and scope of fire suppression and EMS services.
Identify Analytical Factors
Working closely with the Group's professional staff, we will identify key factors that will
structure subsequent analyses. These will include variables to be used in the
development of the model (s).
Gather Current Service Data
At the outset of the study, we will issue a request to the two cities and County for data
on current fire suppression, hazardous materials, and emergency medical services
information provided to Group and, as appropriate, to the rest of the County. We will
then follow up on this data gathering information during interviews and, if necessary,
schedule additional meetings with public safety personnel. Areas for which fire rescue
data will be gathered will include, but not necessarily be limited to, the following:
• Table of Organization
• Policies and procedures
• Medical direction costs including liability insurance
• Calls for service and response times
• Use of information and other technology
• Insurance Services Organization grading for the five communities
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' 1 Homeland Solutions Five Communities Fire Service Feasibility Study 8
" A c c r e d i t a t i o n d o c u m e n t s
" M u t u a l a i d a n d a u t o m a t i c a i d a g r e e m e n t s
" S t a f f i n g l e v e l s , d i s t r i b u t i o n , a n d c o n c e n t r a t i o n
" B u d g e t s a n d e x p e n d i t u r e s
" C o m m u n i t y r i s k a n a l y s i s ( i f a v a i l a b l e )
" Q u a l i t y a s s u r a n c e ( Q A )
" F e e s f o r s e r v i c e
" C o l l e c t i o n s f o r E M S t r a n s p o r t s e r v i c e s , i f a p p r o p r i a t e
" F i r e i n v e s t i g a t i o n s
" F i r e i n s p e c t i o n s
" P u b l i c e d u c a t i o n
" A r e a s o f r e v e n u e g e n e r a t i o n
" O t h e r p e r t i n e n t s t a t i s t i c a l i n f o r m a t i o n
T h e s e d a t a w i l l p e r m i t u s t o a d d r e s s a v a r i e t y o f c r i t i c a l i s s u e s , i n c l u d i n g o v e r a l l
e f f e c t i v e n e s s o f s e r v i c e s , c o s t - e f f e c t i v e n e s s o f t h o s e s e r v i c e s , a n d e q u i t y w i t h r e s p e c t
t o s e r v i c e i n o t h e r a r e a s . T h e s e d a t a w i l l a l s o b e e s s e n t i a l t o s t r u c t u r i n g o u r g a t h e r i n g o f
d a t a f r o m o t h e r c i t i e s a n d / o r c o u n t i e s t o i n c l u d e d e m o g r a p h i c i n f o r m a t i o n , e c o n o m i c
d e v e l o p m e n t p l a n s , a n d o t h e r s e r v i c e l e v e l r e q u i r e m e n t s .
G a t h e r C o m p a r a t i v e D a t a
T h r o u g h i n t e r v i e w s a n d a q u e s t i o n n a i r e , w e w i l l g a t h e r s u f f i c i e n t f i r e a n d r e s c u e d a t a t o
a i d i n d e v e l o p i n g a r e s p o n s i b l e p e r f o r m a n c e m o d e l ( s ) .
D e t e r m i n e S i z e o f F i r e a n d R e s c u e D e p a r t m e n t S t a f f i n g
B a s e d o n i n f o r m a t i o n g a t h e r e d i n t h e p r e c e d i n g s u b - t a s k s , w e w i l l d e v e l o p e s t i m a t e s o f
t h e n e e d e d r e s p o n s e f o r c e . W h e r e a p p r o p r i a t e , w e w i l l n o t e a n y a s s u m p t i o n s o r
o p e r a t i o n a l e f f i c i e n c y g a i n s .
R e v i e w P r e l i m i n a r y F i n d i n g s a n d R e c o m m e n d a t i o n s
W e w i l l m e e t w i t h t h e G r o u p r e p r e s e n t a t i v e s t o r e v i e w o u r d r a f t f i n d i n g s a n d
c o n c l u s i o n s . F i n a l a p p r o v a l f r o m t h e M a n a g e m e n t C o m m i t t e e w o u l d n e e d t o b e
o b t a i n e d p r i o r t o m a k i n g a n y p u b l i c p r e s e n t a t i o n s .
4 0 / W I L L D A N I s
H o m e l a n d S o l u t i o n s F i v e C o m m u n i t i e s F i r e S e r v i c e F e a s i b i l i t y S t u d y
Task 3.0 Develop Comparative Configuration Analysis
Utilizing demographic and current service area data and information gathered in the
preceding tasks, we will provide comprehensive, side -by -side models of a
recommended Fire Department with alternative configurations for fire and rescue
services:
Review Potential Configurations
We will provide a brief, narrative review of model options based on our analyses in
Tasks 2 and 3.
Discuss Growth Factors
We will provide a systematic discussion of the relationship between each of the growth
factors established in Task 2 and aspects of each alternative service configuration,
including response force size and service functions.
Review Funding Options
Working with financial staff, we will identify potential options for funding services under
each of the models of organization. These may include, but will not be limited to, public
and foundation grant opportunities, and /or other non - General Fund sources.
Recommend service configuration
Based on the foregoing sub - tasks, we will provide a summary discussion of a particular
service model and the option of seeking a unified contractor for the Group. Where
appropriate, we will provide recommendations based on balancing the service interests
of the five communities with fiscal and non - public safety interests.
Review findings and recommendations with Project Team
We will meet with the Management Committee on our draft findings and conclusions.
This will include verifying that all information is factual and accurate.
VWIL�DAN
tom...; Solutions
Five Communities Fire Service Feasibility Study 10
Kev Proiect Staff
Program Manager
Dr. Joseph C. De Ladurantey recently retired as the Chief of
Police for the City of Irwindale, California. He has also served as
the Chief of Police of Torrance, California, served as the Law
Enforcement Liaison for the Los Angeles County District
Attorney's Office and served 27 years with the Los Angeles
Police Department achieving the rank of Captain. With over 40
years in law enforcement, Mr. De Ladurantey brings a broad
scope of experience and administrative insight into any
organization desirous of upgrading their standards and
enhancing their level of professionalism. In addition to his law
enforcement background, Dr. De Ladurantey is an Associate
Professor of Public Administration in the Graduate School of
Public Administration at California State University, Northridge
and Long Beach with courses in Crime and Public Policy,
Organizational Theory and Human Behavior and Human
Resources Management. Dr. De Ladurantey has also been an
adjunct faculty member at the University level, to include The
University of Southern California and Cal Poly Pomona. He has
acted as a consultant to state and local agencies and the private
sector on the development of strategic planning, managing
change, employee motivation, leadership and supervisory
development, and published textbooks and journal articles on
investigative procedures.
Dr. De Ladurantey is also active in a number of professional
organizations that advance the cause of children's charities and
the creation of public value in quality law enforcement locally,
statewide and nationally. He has been the recipient of the IACP
national excellence in community policing award in 2004 as well
as the James Q Wilson award for community policing. He has
also been recognized by the Los Angeles County Disaster
Preparedness Commission for excellence in disaster
preparedness (2005). It should be noted that Dr. De Ladurantey
will have oversight of the project and will be present for the
opening and closing briefings.
114/WILLDAN 11
Homeland solutions Five Communities Fire Service Feasibilit y Stud y
Chief Consultant, Project Leader
Fire Chief (Ret.) William "Bill" Godfrey, MBA is a 25 -year
fire service veteran and chief consultant for Willdan. Bill
retired as fire chief of the Deltona Fire Department, is a
paramedic, fire instructor, software developer, inventor,
author, and an expert in simulation training, fire training,
communication, EMS, fire department management, and
incident command.
Bill has experience with consolidations and studies, and
was the principle architect creating an EMS transport
system within a municipal fire department taking over from
a county department. Bill is an accomplished public
speaker and presenter, has labor relations experience, is
adept in government finance and budgeting, and is a
strategic thinker known for creativity and out -of- the -box
thinking.
Sr. Consultant
Division Chief (Ret.) William "Bill" Sturgeon, MPA, EFO
is a 30 -year fire service veteran and senior consultant for
Willdan. Bill retired as the Training Chief of Orange
County Fire Rescue, is a paramedic, fire instructor, author,
fire safety officer, and an expert in simulation training, fire
training, hazardous materials, and incident command.
Bill served as the Accreditation Manager at Orange County
Fire Rescue leading the Department to International
accreditation through the Center for Public Service
Excellence in 2007, the sixth largest department in the
world to receive this designation. He also developed the
department's first Standard of Response Coverage and
was the author of the Department's updated
Comprehensive Plan. Bill also served as the staff
representative for the Orlando- Orange County
Consolidation of Services Commission. He conducted
numerous hours of research and comparative analysis of
both the County and City of Departments. He was also
instrumental taking over EMS transport from a private
provider into the Department.
WILLDAN
L E %, Homeland Solutions Five Communities Fire Service Feasibility Study 12
Sr. Consultant
Fire Chief (Ret.) Daniel "Dan" Azzariti is a 36 -year fire
service veteran and senior consultant for Willdan. Dan
retired as Fire Chief of the New Port Richey Fire
Department, is a paramedic, fire instructor, fire inspector,
and an expert in EMS, ambulance billing, legislation, and
finance /administration.
Dan recently served Marion Gounty Fire Rescue in
consolidating EMS and transport into the Department, as
well as bringing EMS billing in -house and increasing
efficiency and collections. During his career, Dan has
been involved in several fire department consolidations
and expansions. Dan is experienced with labor relations
and contract negotiations. Dan has served on numerous
State EMS Boards and Councils, has received several
EMS awards, and is considered one of the foremost
authorities on EMS in the State of Florida.
Sr. Consultant
Battalion Chief (Ret.) David "Dave" Agan is a 34 -year fire
service veteran and senior consultant for Willdan. Dave
retired as an Operations Battalion Chief with Orange
County Fire Rescue is a paramedic, fire instructor, and an
expert in simulation training, EMS, fire ground and
command operations.
Dave served as an EMS administrator, playing key roles in
EMS management, budgeting, documentation, billing, and
transport takeover from a private provider. Dave spent
many years representing organized labor, has negotiated
and consulted on numerous contracts, and is an expert on
fire department staffing levels and pension systems. Dave
is the author of proprietary ground- breaking staffing
formulas and algorithms used by FutureFD to conduct
impact analysis of various staffing models.
NWILLDAN Y �3
Homeland solutions Five Communities Fire Service Feasibilit y Stud
��
W I L L D A N
{ 1 _ l H o m e l a n d S o l u t i o n s
S r . C o n s u l t a n t
B a t t a l i o n C h i e f ( R e t . ) J a m e s " J i m " G a u t i s a 3 4 - y e a r f i r e
s e r v i c e v e t e r a n a n d s e n i o r c o n s u l t a n t f o r W i l l d a n . J i m
r e t i r e d a s a B a t t a l i o n C h i e f w i t h O r a n g e C o u n t y F i r e
R e s c u e , i s a p a r a m e d i c , f i r e i n s t r u c t o r , a n d a n e x p e r t i n
s i m u l a t i o n t r a i n i n g , f i r e g r o u n d o p e r a t i o n s , h i g h - r i s e
f i r e f i g h t i n g a n d i n c i d e n t c o m m a n d .
I n a d d i t i o n t o d e c a d e s o f e x p e r i e n c e i n f i r e d e p a r t m e n t
o p e r a t i o n s , J i m s e r v e d a s h e a d o f f l e e t m a i n t e n a n c e f o r
O r a n g e C o u n t y F i r e R e s c u e r e s p o n s i b l e f o r s p e c i f i c a t i o n ,
p r o c u r e m e n t , a n d m a i n t e n a n c e o f f i r e e n g i n e s , l a d d e r
t r u c k s , a m b u l a n c e s , a n d n u m e r o u s s u p p o r t v e h i c l e s . J i m
i s e x t r e m e l y k n o w l e d g e a b l e i n m o d e r n f i r e a p p a r a t u s
s t a n d a r d s a n d r e q u i r e m e n t s .
F i v e C o m m u n i t i e s F i r e S e r v i c e F e a s i b i l i t y S t u d y 1 4
Project Timeline
Task
Start Date
Completion Date
Initial Meeting(s) with key Staff Members
As soon as possible after
Within two weeks
contract award
Receipt of Requested Materials from the
Within 2 weeks of
Group
contract award
On going
and initiate study
Interviews and Meetings with City/County
2 -3 weeks after contract
On going
staff
award
Interim formal briefing of Management
Every 30 days
On going
Committee for feedback and guidance
Final Report Preparation and Briefing
90 days after award
Mutually Agreed Upon
Implementation of recommendations
Discretion of Group
TBD
�mWILLDAN I y 15
Hoeland solutions Five Communities Fire Service Feasibility Stud
Cost
Based upon our Scope of Work as indicated in the previous sections outlined in this
proposal our proposal cost is $66,500. In addition, there is a cost of travel for three trips
for project team members not to exceed $5,000. This cost includes one CD to make
copies and ten hardcopy reports. The cost of implementing the study's selected
recommendation would be the subject of a proposal for Phase 2.
�J WILLDAN
Homeland Solutions Five Communities Fire Service Feasibility Study
Insurance
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Homeland Solutions Five Communities Fire Service Feasibilit y Study
PROPOSAL
Anzco Inc.
9671 Carousel Circle South
Boca Raton, Fl. 33434
Office: 561- 488 -0822
Fax 561- 807 -7224
Mobil: 561- 699 -3602
Email: jzak @anzcoinc.com
CGC1518065
Fax: 1-561-737-0188
Date: 1/15/15
Project —Town of Gulfstream Old School Road
100 Sea Road
Gulfstream, Fl. 33483
Drawings: C -1 and A -1 date 1/31/03
Attention: Mr. William Thrasher
Dear Bill,
We propose to furnish supervision, labor, and equipment and materials to perform the
following scope of work;
Old School Road approx... 280 lineal feet increase road width from 16' -0" to 18' -0" by
adding 1' -0" on both sides
1. Saw cut existing asphalt, excavate and dispose of grass and dirt
2. Install and compact 8" base rock with 1 %" asphalt
3. Restore site
Constructions costs
Schedule duration 7 working days
Permits not included
If there are any questions please do not hesitate to call.
Sincerely yours,
John B. Zak
10,793.00
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WMom Associates, Inc.
Town of Gulf Stream
100 Sea Road
Gulf Stream, FL 33483
RE: Maintenance Buildings — Addition / Renovation
Mr. Bill Thrasher
Mouw Associates, Inc. has reviewed your preliminary proposed renovation
/ additions (approximately 4,350 sf) to the Gulf Stream Maintenance Facility
drawn by Digby Bridges, Marsh & Associates, Inc. and propose a
conceptual budget of Nine Hundred Thousand Dollars and No Cents
($900,000.00).
This cost should be within +/ -10 of actual.
Listed below are Items By Owner and Clarifications from which this
proposal is based on,.
Items By Owner
1. Building Permit / Impact Fees
2. Builders Risk Insurance
3. Architect & Engineers Fees
4. Asbestos Survey / Disposal
5. Specialty Equipment — Lifts / Hoists / Hydraulics
6. Special Exhaust Systems — (if any)
7. Special Grease Interceptors — (if any)
8. Storm drainage other than grading
9. FPL transformers upgrade — (if required)
Clarifications
1. Building Pad — We have assumed the existing ground is of sufficient
capacity to not require piling and standard compaction is all that is
required.
2. HVAC — The only HVAC included is in the existing / renovated
(1,600 sq ft) building.
General Contractors - CGC#038463
601 N. Congress Avenue, Suite 109 • Delray Beach, Florida 33445
,' Telephone (561) 276 -9640 ^ FAX (561) 265 -3886 • www.mouwassociates.com
Town of Gulf Stream
RE: Gulf Stream Maintenance Buildings —Addition/ Renovation
Page Two
3. Electric — We have assumed there is sufficient power available from
FPL's service.
4. Utilities — We have assumed there is no conflict with existing
underground utilities in the areas of construction.
5. Fencing —We have included 400 If of new fencing.
6. Landscape /Irrigation — We have assumed a minimum of bahia sod
for all areas surrounding the building
If you have any questions or require any additional information please do
not hesitate to contact me directly.
Sincerely,
MOUW ASSOCIATES, INC.
Richard Mouw
President
270 N.E. 16 TH STREET
Town of Gulf Stream
100 Sea Road
Gulf Stream, FL 33483
HARVEL UTILITY CONST., INC.
DELRAY BEACH, FLORIDA
33344
Attn: William H. Thrasher
Re: Inventory of the Town's water system
PHONE 561276-5557
January 6, 2012
WATER LINES
Per your request I have inventoried the Town's water mains by size and age. Most water system
materials used in the Town's water system had a one hundred year life expectancy however soil
conditions and changes in the Town's treated water have had a large effect on this. I have also
estimated the cost to replace the existing water system by pipe size. This inventory is based on my
memory and the replacement costs are estimates only based on existing piping configuration.
1,950'of 3" water main installed in the 40s, 50s and 60s, estimated cost to replace - - -- $450,000.00
7,950' of 4" water main installed in the 40s, 50s and 60s, estimated cost to replace - $1,870,000.00
150'of 4" water main installed in 2005, estimated cost to replace -------------------- - - - - -- $40,000.00
20,500'of 6" water main installed in the 40s, 50s and 60s, estimated cost to replace $4,950,000.00
1,050'of 6" water main installed in the 90s, estimated cost to replace ------------- - - - - -- $260,000.00
2,200'of 8" water main installed in the 60s, estimated cost to replace ------------- - - - - -- $540,000.00
1,250'of 12" water main installed in the 50s, estimated cost to replace ------------ - - - - -- $315,000.00
300'of 12" subaqueous water main installed in the 90s, estimated cost to replace - - - -- $150,000.00
750'of 12" water main installed in the 80s, estimated cost to replace -------------- - - - - -- $190,000.00
6,700'of 12" water main installed in 2007, estimated cost to replace ------------ - - - - -- $1,650,000.00
Yours Truly,
Earl Harvel Pres.
Total replacement of all water mains
$10,415,000.00
Total replacement of all water mains installed before 1970 - - -- $8,125,000.00
Town of Gulf Stream
Water Treatment Plant Feasibility Study
August 21, 2006
-9
to
MATH
CONSUJ
Town of Gulf Stream
Water Treatment Plant Feasibility Study
Table of Contents
Section 1 Executive Summary
Section 2 Introduction
Section 3 Description of Existing Conditions
3.1 Service Area and Current Population
3.2 Historical Water Use and Water Supply Source
3.3 Existing Water Quality
Section 4 Future Needs Assessment
4.1 Water Capacity
4.2 Finished Water Quality
Section 5 Site
5.1
5.2
5.3
5.4
5.5
Location and Civil Design
Site Location
Site Conditions and Zoning Requirements
Environmental Impacts
Stormwater Design Guidelines
Paving, Grading, Drainage and Subsurface Conditions
Section 6 Water Supply and Treatment Evaluation
6.1 Raw Water Supply
6.1.1 Eliminated Water Sources
6.1.2 Floridan Aquifer
6.2 Water Treatment Unit Processes
6.2.1 Supply Wells
6.2.2 Pretreatment Systems
6.2.3 Reverse Osmosis Membrane Treatment Trains
6.2.4 Post - treatment Systems
6.2.5 Concentrate Disposal
6.3 Water Storage and Distribution
6.4 Power Supply and Electrical Systems
6.5 Facilities
6.5.1 Buildings
6.5.2 Site Security /Lighting
6.5.3 Noise and Odor Control
TOC -1
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Table of Contents
Section 7 Regulatory Compliance Considerations
7.1 Drinking Water Quality
7.2 Plant Staffing
7.3 WTP Testing and Reporting
7.4 Permitting
7.4.1 Florida Department of Environmental Protection (DEP)
7.4.2 South Florida Water Management District (SFWMD)
7.4.3 Florida Department of Transportation (FDOT)
7.4.4 United States Environmental Protection Agency (EPA)
7.4.5 Palm Beach County Department of Environmental Resource
Management (ERM)
Section 8 Economic Considerations of Recommended Plan
8.1 Capital Costs
8.2 Operation and Maintenance Costs
8.3 Administrative, Fiscal and Legal Considerations
Section 9 Implementation Schedule
List of Tables
Table 3.1 Town of Gulf Stream Historical Water Usage
Table 6.1 Summary of Raw Water Sources for the Town of Gulf Stream
Table 6.2 Floridan Aquifer Wells Water Quality
Table 6.3 Summary of Proposed Reverse Osmosis Membrane Treatment Plant Design
Criteria
Table 6.4 Town of Gulf Stream WTP Electrical Load Summary
Table 8.1 Water Treatment Plant Capital Cost Estimate
Table 8.2 Water Treatment Plant Operation & Maintenance Cost Estimate
List of Fiaures
Figure 2 -1
Town of Gulf Stream Water Distribution System North Area
Figure 2 -2
Town of Gulf Stream Water Distribution System South Area
Figure 5 -1
Water Treatment Plant Site Location
Figure 6 -1
Water Treatment Plant Site Plan
Figure 6 -2
Water Treatment Process Plan
Figure 6 -3
Water Treatment Plant Process Flow Diagram
Figure 9 -1
Town of Gulf Stream Water Treatment Plant Implementation Schedule
Appendices
Appendix A 2004 Town of Gulf Stream Consumer Confidence Report (CCR)
Appendix B Town of Gulf Stream WTP Process Mechanical Design Criteria
TOC -2
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Appendix C Membrane Water Quality Projections
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Appendix D State of Florida Drinking Water Standards
9
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Appendix E State of Florida Drinking Water Monitoring Frequencies, Locations and Schedule
Appendix F Town of Gulf Stream WTP Capital Cost Estimate ?f ,
TOC -3
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Section 1 3
Executive Summary
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The Town of Gulf Stream is a coastal community located in Palm Beach County between the
Cities of Boynton Beach and Delray Beach. The Town's service area encompasses I1 \
approximately 0.83 square miles. The Town is comprised of mostly residential properties along i illl
with golf course commercial properties. VVV J(�
The Town currently provides potable water supply to its residents through a bulk water
agreement with'the City of Delray Beach. Two (2) interconnects, one 6 -inch connection located
to the south along A.1.A/Ocean Boulevard, and one 8 -inch connection located to the west at U.S.
Highway 1 and Place An Soleil, provide the water supply to the Town. The Town also maintains
a 6 -inch emergency interconnect with the City of Boynton Beach to the north along A.1.A/Ocean e
Boulevard. The Town owns and maintains the water distribution system within its service area
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(refer to Figures 2 -1 and 2 -2).
The Town contracted with Mathews Consulting, in association with Globaltech, Inc., to
investigate the feasibility of constructing a water treatment plant using the Floridan aquifer
within the Town to serve the Town's water supply needs. By having their own water treatment
plant, the Town would be independent to provide its own water supply, and thus not be
dependent on other municipalities, which has proven critical during severe weather events (such
as hurricanes) where potable water supply can be interrupted due to power outages. By '
constructing their own water treatment and supply system, the Town could also take advantage 0
of grant funding available from the South Florida Water Management District for development w
of alternative water supplies that are not dependent on the surficial aquifer. i
The Town's future water capacity needs will not vary greatly from their current demands, since
future growth and an increase in population is not anticipated. For the purpose of this feasibility
study, the following water flow criteria are used:
Town's Flow Rates:
Town Average Daily Flow (ADF) .................... 0.80 mgd
Town Maximum Month Average Daily Flow MMADF
Town Maximum Daily Flow (MDF ( ) ................ 0.93 mgd
Town Peak Hour Flow HF ...... 1.1 mgd o'
................................ ............................2.2 mgd +�
The Town has approached the Gulf Stream Golf Course, a private business, for partidipation in
the water treatment plant venture. Water supply needs provided by the Golf Course indicate the
following water flow criteria:
Golf Course's Flow Rates:
Golf Course -Average 'Day Flow ( ADF) ........................... ........0.38 mgd
Golf Course Maximum Month Average Daily Flow (MMADF) ...... 0.65 mgd
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Section 1— Executive
Summation of the Town's MDF and the Golf Courses MMADF yields a required water
treatment plant capacity of 1.75 mgd. The Town has indicated that the desired water quality
goals are to consistently meet State and Federal drinking water quality requirements for public
water supply systems.
The availability of undeveloped land area within the Town of Gulf Stream is very limited. In
order to identify a potential site for a new water treatment plant, the Town initiated discussions
with the Gulf Stream Golf Course to potentially use a portion of their land to site the water
supply, treatment, storage and distribution pumping systems. The Golf Course offered for
consideration two (2) small areas of land (totaling approximately 0.80 acres) located on the far
northwest comer of the golf course near their existing golf course maintenance facilities. The
land will either have to be purchased by the Town, or a lease agreement will have to be
developed for siting the treatment plant on Golf Course property.
The Floridan Aquifer was chosen as the water supply for the proposed water treatment plant for
the following reasons:
♦ As a groundwater source it is less susceptible to contamination than surface water
sources.
♦ Currently, the SFWMD does not limit the withdrawal from the Floridan Aquifer in
this area, although as more users tap the aquifer, the SFWMD will likely set limits in
the future.
♦ Floridan wells can be drilled at the proposed water treatment plant site; however,
withdrawals from the wells may be limited based on impacts on nearby users.
Unlike the Surficial Aquifer, the Floridan Aquifer is a brackish water source that is high in
sodium, chlorides, and Total Dissolved Solids (TDS). To use the brackish Floridan Aquifer as a
raw water source, the water treatment process must have the ability to reduce or remove
hardness, hydrogen sulfide, salts or total dissolved solids. Reverse osmosis can meet the
required treatment goal and is the current treatment standard for brackish water treatment.
A reverse osmosis membrane treatment system was selected for the Town of Gulf Stream and is
proposed to include supply wells, pretreatment units, membrane feed pumps, membrane trains,
and post treatment units. Supply wells will provide the raw water to the treatment system.
Pretreatment units will be used to condition the raw water to minimize scaling and fouling in the
membrane trains. Acid and antiscalant pretreatment will be used to adjust the water chemistry of
the reverse osmosis membrane feed water to prevent inorganic salt scaling. Cartridge filtration
pretreatment will be used to remove particles that could foul the membranes.
Reverse osmosis membrane feed pumps will increase pressure to drive the feed water through
the membrane trains in which dissolved constituents such as hardness, salts, or TDS are
removed. The clean water or permeate from the reverse osmosis membrane trains will be sent to
a post treatment system where it will be further conditioned for hydrogen sulfide removal, pH
adjustment to reduce the corrosivity, and disinfectant addition before storage and distribution to
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Section 1— Executive
the public. The dirty water or concentrate from the reverse osmosis membrane trains will be
disposed of through on -site disposal wells.
The treatment facilities will utilize two (2) ground storage tanks (GSTs), each with a capacity of
0.6 million gallons. One GST will be dedicated to serve the Town of Gulf Stream, and the
second GST will be dedicated to serve the golf course irrigation system. Treated water stored in
the golf course tank may not be disinfected, thereby reducing treatment costs for the irrigation
water.
The capacity of the golf course GST will meet its maximum month average daily flow
(MMADF). Flow from the golf course tank will be gravity fed to the existing irrigation storage
pond through a control valve based on level switches in the pond.
The capacity of the Town's GST will provide minimum storage requirements as established by
regulation of 25% of maximum day flow (0.275 MG) plus fire flow requirements (0.27 MG
based on ISO rating of 2,250 gpm for 2 hours). A hydropneumatic tank will also be provided to
maintain system pressures during low flow periods.
An emergency generator will be provided to supply emergency power to the WTP for
uninterruptible service. The generator will include a fuel storage tank for a minimum 14 -days
supply of fuel to comply with Palm Beach County ECR II requirements.
The water treatment plant will be supported by many facilities to allow for proper operation and
maintenance of the system, including hardened buildings, site security/lighting, and noise and
odor control systems.
There are many regulatory considerations for construction and operation of a public water supply
system, including maintaining proper water quality, plant staffing, water treatment plant testing
and reporting and permitting. These considerations are described in more detail in Section 7.
The capital costs for the Town of Gulf Stream Reverse Osmosis (RO) Water Treatment Plant
(WTP) are estimated to be $11.017.848.00 in 2006 dollars. It is important to note that these
costs do not include land purchase, wetland mitigation or startup legal, fiscal and administration
costs.
Costs associated with operating and maintaining the Town of Gulf Stream RO WTP, including
chemical use, power consumption, staff labor for plant operations via licensed operators,
membrane replacement and cartridge filter replacement are estimated to be $882,500 per year,
and do not include annual site leasing, legal, fiscal or administrative expenses.
Implementation of a new public water system carries many administrative, fiscal and legal
responsibilities. The purpose of this report is to focus on the technical and engineering aspects
associated with developing a recommended plan for the Town of Gulf Stream RO WTP. Should
the Town find in favor of the technical /engineering recommendations, the next step of the project
is to develop a Business Plan for implementation of the project. This Business Plan would detail
the many administrative, fiscal and legal considerations that must be addressed before moving
forward with engineering testing and design of the system.
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Section 2
Infrnrh intinn
The Town of Gulf Stream is a coastal community located in Palm Beach County between the
Cities of Boynton Beach and Delray Beach. The Town's service area encompasses
approximately 0.83 square miles. The Town is comprised of mostly residential properties along
with golf course commercial properties.
The Town currently provides potable water supply to its residents through a bulk water
agreement with the City of Delray Beach. Two (2) interconnects, one 6 -inch connection located
to the south along A.l.A/Ocean Boulevard, and one 8 -inch connection located to the west at U.S.
Highway 1 and Place Au Soleil, provide the water supply to the Town. The Town also maintains
a 6 -inch emergency interconnect with the City of Boynton Beach to the north along A.1.A/Ocean
Boulevard. The Town owns and maintains the water distribution system within its service area
(refer to Figures 2 -1 and 2 -2).
The Town contracted with Mathews Consulting, in association with Globaltech, Inc., to
investigate the feasibility of constructing a Floridan aquifer water treatment plant within the
Town to serve the Town's water supply needs. By having their own water treatment plant, the
Town would be independent to provide its own water supply, and thus not be dependent on other
municipalities, which has proven critical during severe weather events (such as hurricanes)
where potable water supply can be interrupted due to power outages. By constructing their own
water treatment and supply system, the Town could also take advantage of grant funding
available from the South Florida Water Management District for development of alternative
water supplies that are not dependent on the surficial aquifer.
This report summarizes the results of the water treatment plant investigation performed by the
Mathews Consulting/Globaltech Team. The primary tasks of the investigation included the
following items:
♦ Task 1: Existing Conditions and Future Needs Assessment - Summarize the Town's
existing conditions regarding water supply. Historical water use and water quality will be
presented, as well as a description of current interconnects with neighboring
municipalities. Population and water flow projections will be presented, and regulatory
water quality requirements will be summarized.
♦ Task 2: Raw Wafer Alternatives -Describe raw water source alternatives, focusing on the
Floridan Aquifer as the supply source. Raw water quality will be projected using
historical data from neighboring utilities which are currently using the Floridan Aquifer
as a raw water source. Regulatory requirements for raw water supply will also be
summarized.
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Section 2 - Introduction
♦ Task 3: Water Treatment Alternatives - Conduct a desk -top analysis of water treatment
alternatives for the Town. The following components will be evaluated:
• Model evaluation for membrane treatment
• Pre - treatment systems
• Post- treatment systems
• Finished water storage
• 1 -ligh service pumping
• Concentrate disposal
• Preliminary site layout
• Power requirements
• Site security, setbacks, and plant controls
Regulatory requirements for water treatment systems will also be summarized
♦ Task 4: Siting Evaluation and Distribution System Requirements - Conduct a siting
evaluation based on the preliminary site plan layout. The potential site within the Town
will be evaluated for appropriate sizing, regulatory setbacks, site plan approvals,
available FPL power supply and connection to existing water distribution system. A
hydraulic model of the Town's distribution system will be developed to confirm siting
feasibility and high service pumping requirements to meet maximum day, peak hour and
Fire flow requirements.
♦ Task 3: Cost Evaluation - Provide a cost evaluation for engineering costs, capital
construction costs, and operation and maintenance costs associated with the
recommended raw water supply and treatment alternatives. A Net Present Value of
capital and O &M costs will be presented for direct comparison of alternatives.
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Section 3
Description of Existing Conditions
3.1 Service Area and Current Population
The Town of Gulf Stream is a coastal community located in Palm Beach County between the
Cities of Boynton Beach and Delray Beach. The Town's service area encompasses
approximately 0.83 square miles. The Town is comprised of mostly residential properties along
with golf course commercial properties. The Town's service area is shown in Figure 3 -1.
The Town's current population per the 2000 Census is 716. The anticipated change in
population over the next 20 years is minimal.
3.2 Historical Water Use and Water Supply Source
The Town currently provides potable water supply to its residents through a bulk water
agreement with the City of Delray Beach. Two (2) interconnects, one 6 -inch connection located
to the south along A.1.AlOcean Boulevard, and one 8 -inch connection located to the west at U.S.
Righway 1 and Place Au Soleil, provide the water supply to the Town. The Town also maintains
a 6 -inch emergency interconnect with the City of Boynton Beach to the north along A.LA/Ocean
Boulevard. The Town owns and maintains the water distribution system within its service area
(refer to Figures 2 -1 and 2 -2).
The Town's historical water usage is listed in Table 3.1. The data shows that the Town's
average daily water usage is 0.70 mgd, with a maximum month average daily water usage of
0.844 mgd.
3.3 Existing Water Quality
The Town's existing water quality complies with all State and Federal drinking water quality i
requirements for public water supply systems. The only water quality problem documented by
the Town consists of periodic decline of chloramines residual in the distribution system. The 2
Town has added a chlorinator to add chlorine to the system in order to maintain a minimum 0.6
mg/L chloramines residual as required by the drinking water regulations.
Every year, the Town distributes a Consumer Confidence Report (CCR) documenting the results
of water quality testing for the previous year. A copy of the 2004 CCR is included in Appendix
A.
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Section 3 — Description of Existing Facilities
Table 3.1
Town of Gulf Stream Historical Water Usage
Waterfrom Water from Total Bulk
Delray Boynton Water
i�.:=- ,, .Water Sold % Loss.
Oct 03
709,402 728 988 664 788
Max, Month
25,745,000 25,745,000 23,542,000
Max. Month AOF
544,098 644 096 768416
Nov 03
Dec 03
45,278,000
45,278,000
742,262
38,701,000
14,530%
Jan 04
Feb 04
41,869,000
41,869,000
675,306
35,524,000
15.15°/,
Mar 04
Apr 04
42,430,000
42,430,000
719,153
38,247,000
9.86%
May 04
Jun 04
37,209,000
37,209,000
609,984
38,199,000
-2.65%
Jul 04
Aug 04
51,490,000
51,490,000
844,098
47,084,000
8.56%
Sep 04
Oct 04
31,516,000
8,982,000 40,498,000
663,902
34,238,000
15.46%
Nov 04
Dec 04
36,138,000
3,065,000 39,203,000
642,672
37,980,000
3.12%
Jan 05
Feb 05
44,488,000
44,488,000
717,548
40,062,000
9.95%
Mar 05
Apr 05
37,806,000
37,806,000
640,780
37,575,000
0.61%
May 05
Jun 05
42,409,000
42,409,000
695,230
39,292,000
7.35%
Jul 05
Aug 05
42,110,000
42,110,000
690,328
36,049,000
14.39%
Sep 05
Oct 05
50,740,000
50,740,000
831,803
43,760,000
13.76%
Nov 05
36,372,000
1,319,000 37,691,000
617,885
31,581,000
16.21%
Total 539,855,000
Average Per Month 20,763,654
13,366,000 553,221,000 498,292,000
21,277,731 19,165,077 9.71%
Average Dally Flow
709,402 728 988 664 788
Max, Month
25,745,000 25,745,000 23,542,000
Max. Month AOF
544,098 644 096 768416
Cycle Period:
761 days
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Section 4
Future Needs Assessment
4.1 Water Capacity
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The Town's future water capacity needs will not vary greatly from their current demands, since
future growth and an increase in population is not anticipated. 1 i
For the purpose of this feasibility study, the following water flow criteria are used:
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Flow Rates:
Town Average Daily Flow (ADF) .......................... ...........................0.80 mgd
Town Maximum Month Average Daily Flow (MMADF) ................0.93 mgd
Town Maximum Daily Flow (MDF) .................... ............................1.1 mgd
TownPeak Hour Flow ( PHF) ................................ ............................2.2 mgd
Peaking Factors:
MMADF : ADF (based on historical data) ........................................ ................ m
1.40
MDF : ADF (based on regional typical val ues) . ............................... o
PBF : MDF (based on regional typical values)
The Town has approached the Gulf Stream Golf Course, a private business, for participation in
the water treatment plant venture. The Golf Course currently utilizes Surficial (Biscayne) I
aquifer wells located west of the Intracoastal Waterway to supply groundwater to its golf course
for irrigation purposes. There are two (2) main advantages the golf course could realize with
participating in the project: j 2
1. Improved water quality. Groundwater wells along the barrier island generally tend to
experience higher chloride levels in the water quality. Use of potable water for
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irrigation may provide lower chloride /salt levels that are distributed onto the golf
course turf grass and surrounding ornamentals.
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2. More reliable water quantity source. In recent years, the South Florida Water
Management District ( SFWMD) has determined the Biscayne Aquifer (shallow well
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aquifer) to be a source of limited availability. Also, well withdrawals along the
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coastline are being scrutinized by SFWMD for their potential to increase salt water
intrusion into the aquifer water supply. As such, Water Use Permit renewals from
SFWMD are becoming more difficult to obtain for these coastal areas, and there is no
guarantee that the Golf Course's existing irrigation wells can provide an infinite
supply of water. Given the uncertainty of the regulatory environment for continued
water supply from the Biscayne Aquifer, use of potable water for irrigation would
provide an alternate and more reliable means of irrigation water supply.
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Water supply needs provided by the Golf Course indicate the following water flow criteria:
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Section 4 — Future Needs Assessment
Flow Rates:
Golf Course Average Daily Flow (ADF) ........................................... mgd
Golf Course Maximum Month Average Daily Flow (MMADF) ...... 0.65 mgd
It is anticipated that any flow supplied to the Golf Course would be delivered to the existing on-
site storage pond, then through the existing irrigation pump and supply system. Therefore,
provisions of peak hour flows are not required for the Golf Course.
Summation of the Town's MDF and the Golf Course's MMADF yields a required water
treatment plant capacity of 1.75 mgd.
4.2 Finished Water quality
The Town has indicated that the desired water quality goals are to consistently meet State and
Federal drinking water quality requirements for public water supply systems.
The Golf Course has provided the following minimum water quality goals for its irrigation
water:
pl -I = 6.5 to 7.0
TDS = less than 750 mg/L
ORP (oxygen reduction potentional) = positive number
These water quality objectives were incorporated into the overall design criteria "presented in
Section 6.
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Section 5
Site Location and Civil Design
5.1 Site Location
The availability of undeveloped land area within the Town of Gulf Stream is very limited. In
order to identify a potential site for a new water treatment plant, the Town initiated discussions
with the Gulf Stream Golf Course to potentially use a portion of their land to site the water
supply, treatment, storage and distribution pumping systems. The Golf Course offered for
consideration two (2) small areas of land (totaling approximately 0.80 acres) located on the far
northwest comer of the golf course near their existing maintenance facilities. The location of the
subject land site is shown in Figure 5 -1.
Figure 5.1
Water Treatment Plant Site Location
The land will either have to be purchased by the Town, or a lease agreement will have to be
developed for siting the treatment plant on the Golf Course property.
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Section 5 — Site Location and Civil
5.2 Site Conditions and Zoning Requirements
The Golf Course site is currently zoned "OR — Outdoor Recreational District ". The permitted
uses within the district are as follows:
"(I) Outdoor recreation that is:
a. Primarily used for boating, golf, tennis, swimming and /or athletics;
b. Owned and operated by the town or a club which has at least 250
members;
C. Comprised of three acres or more; and
d. More than 70 percent of the land area is devoted to outdoor recreation and
open space and parking.
(2) Club facilities for recreational and social purposes."
Since a public water facility is not a permitted use within the zoning district, -the site will have to
be either rezoned, or the current zoning will have to be modified to allow the water treatment
facilities as a permitted use.
If the land is rezoned to "P — Public Facilities District ", the following permitted uses are allowed:
"(1) Town Hall.
(2) Police and fire stations.
(3) Libraries and information centers.
(4) U.S. postal services and facilities.
(5) Museums and art galleries.
(G) Public administration facilities.
(7) Electric, gas and sanitary services.
(8) Cemeteries.
(9) Cable television services.
(10) Historic and monument sites.
(11) Schools.
(12) ' Dredged materials management areas and associated ancillary uses including, but
not limited to, passive parks."
Similar to the "OR" district, public water facility is not a permitted use within the "P" zoning
district. Therefore, the "P" zoning will have to be modified to allow the water treatment
facilities as a permitted use.
The "P" zoning district provides for the following development restrictions:
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Section 5 — Site Location and
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1. Maximum building height of 35 feet. c o
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2. Minimum front yard of 50 -feet in depth. 1'a o,
3. Minimum side yard of 25 feet or 25 percent of the average footage of the lot
width, whichever is greater.
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4. Minimum rear yard of 25 feet.
5. Maximum wall or fence height of 8 feet. R
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Given the tight space available for locating the treatment plant equipment and structures on the c
proposed Golf Course site, it will be difficult to maintain these required setbacks. As such, E
modifications to the zoning code, or variances may have to be granted for site development.
5,3 Environmentallmpacts
Discussions with the Golf Course representatives have revealed that the area located between the
two siting locations (approximately 1.5 acres) is suspected to contain wetland species. It is
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unclear whether the wetlands are considered to be "jurisdictional' wetlands by the State or
Federal agencies.
Wetland protection is mandated under both Federal and State regulations. The U.S. Army Corps
of Engineers (ACOE) regulates activities in Waters of the United States pursuant to the Clean
Water Act (PL92 -500 Section 404) as further defined in the ACOE regulatory program (33 CPS
320 -330). The State of Florida Department of Environmental Protection (DEP) has established
wetland identification and permitting processes under Chapter 62 -330, 62 -340, and 62 -312 of the
Florida Administrative Code (FAQ. Current Federal and State wetland definitions are derived
from the original definition found in 33 CFR 328.3, identifying wetlands as
"those areas that are inundated, or saturated by stuface or ground neater at a
frequency and duration sufficient to support, and that under normal
circumstances, do support, a prevalence of vegetation typically adapted to life in
saturated soil conditions ".
The first step in assessing the site is to conduct a wetlands delineation survey in conjunction with
representatives from the Federal and State agencies. Delineation of federally regulated
jurisdictional wetlands is determined by the "Corps of Engineers wetlands Delineation klanual"
(USACE Waterways Experiment Station Environmental Laboratory 1987). Delineation of
wetlands regulated by DEP and the South Florida Water Management District (SFWMD) is done
according to Chapter 62 -340 FAC, "Delineation of the Landward Grtent of Wetlands and
Surface waters ". The "Florida wetlands Delineation Manual" (Gilbert et al. 1995) serves as a
guide to Chapter 62 -340. Both manuals emphasize the identification of hydric soils, hydrophytic
vegetation, and wetland hydrologic conditions in making wetlands determination.
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Section 5 — Site Location and Civil
Should jurisdictional wetlands be identified, impacts to the wetlands must be minimized to the
most practicable extent possible. If the total wetland area is less than 0.5 acres, the project would
qualify for a Nationwide permit with minimum to no mitigation required. Where impacts are
unavoidable and the total wetland area is 0.5 acres or greater, mitigation for wetlands will be
required. Wetland mitigation can be accomplished in a variety of ways, including on -site or off -
site enhancement, restoration or creation. The type and amount of mitigation is dependent upon
the quantity and quality of proposed wetland impacts.
Other environmental considerations include management of test well production water. During
construction of the new Floridan Aquifer wells, collection and disposal of the waste brackish
water generated during the drilling and testing must be conducted with care and caution so as not
to contaminate soils and vegetations in the vicinity of the work area.
5.4 Stormwater Design Guidelines
The design of the onsite stormwater management system will be in conformance with the design
requirements of the SFWMD Environmental Resource permit for surface water management.
Water quality treatment will be provided through swules and the utilization of the existing golf
course stormwater retention lake located to the south of the proposed treatment facilities.
5.5 Paving, Grading, Drainage and Subsurface Conditions
The proposed site topography is generally level with current grade elevations at approximately
El. 4.5. The site is located within FEMA Flood Insurance Rate Map (FIRM) Zone A5, with
100 -year flood El. 7.0. Due to its proximity to the Atlantic Ocean and potential storm surge, site
development should also consider storm surge elevations and hydrograph information for the
Florida Coastline. The Florida Department of Transportation has established the following
recommended 50 -year, 100 -year and 500 -year return interval hurricane storm surge hydrographs
for use in estimating design flow conditions at its coastal roadways and bridges:
Location
Baca Raton
Boynton Inlet
Latitude
(deg,
(
26.33
26.53
Longitude
(deg'
80.07
80.05
Peak Storm Sur a Hei ht ft, NGVD
50- car
9.9
9.9
100- car
11.6
11.5
500-year
14.6
15.0
The proposed facilities should have a minimum finished floor elevation at El. 7.5. and minimum
parking/road crown elevation set at the 10 year, 1 day stage elevation. If storm surge is a
concern, the minimum finished floor elevation should be set at El. 10.
Geotechnical information for the site will need to be collected to confirm soil conditions
underneath the proposed structures. Based on previous projects with the Town, the soils in some
locations have indicated muck conditions which results in unstable foundations. If muck
conditions are discovered at the proposed treatment structure locations, piles will most likely
have to be used to stabilize the structure foundations.
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Section 5 — Site Location and Civil Design
The traffic circulation pattern and pavement section will be designed to accommodate semi-
trailer turning radii, pavement loading and access to the various storage areas and operation 4
facilities. The site plan layout provides for security for the entire water facility as required by
State and Federal regulations.
The parking requirements For the site will be based on a minimum of one space for each three
persons of maximum capacity (as determined by the fire occupancy rate) as stipulated for "P"
zoning district, unless otherwise provided in zoning amendments or zoning variances.
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Section 6
Water Supply and Treatment Evaluation
6.1 Raw Water Supply
Potential sources of raw water for the Town include surface water from the Intracoastal or
Atlantic Ocean and groundwater from the Floridan Aquifer or the Surficial Aquifer. The
advantages and disadvantages of these potential water sources are summarized in Table 6.1. Of
the four available sources, only the Floridan Aquifer source was considered. The discussion
below provides reasons for eliminating the other sources and choosing the Floridan Aquifer
source for further evaluation.
6.1.1 Eliminated Water Sources
♦ Intracoastal Waterway — Surface Water Source. The Intracoastal Waterway was
eliminated as a potential source because it is highly susceptible to contamination. It
is susceptible to contamination from runoff, sanitary overflows, and boating
activities. No other local municipalities use the Intracoastal waterway as a water
source.
♦ Ocean — Surface Water Source. Ocean water was also eliminated as a potential
water source because it too is susceptible to contamination and requires water
treatment that would be prohibitively expensive. While some communities in the
United States are using ocean water, seawater source is only a realistic option when
other sources are unusable, insufficient, or located far away. The extremely high
operating and maintenance cost for treatment eliminates the ocean as a viable option.
♦ Surficial Aquifer — Groundwater Source. The fresh water lens beneath the Town
of Gulf Stream varies from zero to a few tens of feet and is subjected to tidal
fluctuations. The lack of available fresh water beneath the Town precludes the use of
the Surficial Aquifer from a viable water source at the proposed water treatment plant
site. Off site wells with a transmission main located west of I -95 would be required.
Obtaining a water use permit from SFWIv1D for these wells would also be difficult.
For these reasons, the Surficial Aquifer was not considered for further evaluation.
6 -1
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Section 6 —Water Supply and Treatment Evaluation
6.1.2 Floridan Aquifer
The Floridan Aquifer was chosen as the water supply for the proposed water treatment
Plant for the following reasons:
♦ As a groundwater source it is less susceptible to contamination than surface
water sources.
♦ Currently, the SFWMD does not limit the withdrawal from the Floridan
Aquifer in this area, although as more users tap the aquifer, the SFWMD will
likely set limits in the future.
♦ Floridan wells can be drilled at the proposed water treatment plant site;
however, withdrawals from the wells may be limited based on impacts on
nearby users.
The Floridan Aquifer consists of two distinct water producing layers, the upper Floridan
and the lower Floridan. The upper Floridan is located approximately 1,000 to 1,200 feet
below land surface (his) in the Gulf Stream area. Water from this zone typically.has total
dissolved (TDS) concentrations of 3,000 to 8,000 milligrams per liter (mg/L), requiring
treatment via reverse osmosis. The lower Floridan Aquifer is located approximately
1,600 feet his. Water from the lower Floridan typically has a TDS concentration greater
than 10,000 mg/L, which makes it less desirable as a source water. Water from the upper
Floridan Aquifer is assumed.
Unlike the Surficial Aquifer, the Floridan Aquifer is a brackish water source that is high
in sodium, chlorides, and TDS. The water is also hard but low in color. Table 6.2
provides water quality from nearby municipalities that use the Floridan Aquifer. Because
the Town of Highland Beach has Floridan wells close to the ocean, its water quality was
used as anticipated Water quality for the water treatment unit process evaluation shown in
the design column of Table 6.2. Water quality testing from a test well at the proposed
site should be conducted to determine the exact constituents and their concentrations.
Tests should include testing for parameters similar to those listed in Table 6.2.
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Section 6 — Water Supply and Treatment Evaluation
6.2 Water Treatment Unit Processes
To use the brackish Floridan Aquifer as a raw water source, the water treatment process must
have the ability to reduce or remove hardness, hydrogen sulfide, salts or total dissolved solids.
There exist only a few treatment processes that can reduce hardness and remove salts or total
dissolved solids, reverse osmosis, electrodialysis and distillation. Of the three current
technologies only reverse osmosis was chosen for further evaluation because of the following:
♦ Electrodialysis is not effective for the removal of dissolved organic material and
microbial contamination. It typically becomes uneconomical at TDS levels greater
than 2,000 mg/L when compared with reverse osmosis. The Floridan Aquifer TDS
levels are approximately 3,000 to 8,000 mg/L.
♦ Distillation is very intensive and is not typically used unless the TDS levels are
greater than 10,000 mg/L.
♦ Reverse osmosis can meet the required treatment goal and is the current treatment
standard for brackish water treatment.
A reverse osmosis membrane treatment system is comprised of supply wells, pretreatment units,
membrane feed pump, membrane train, and post treatment units. Supply wells provide the raw
water to the treatment system. Pretreatment units are used to condition the raw water to
minimize scaling and fouling. Acid and antiscalant pretreatment is typically used to adjust the
water chemistry of the reverse osmosis membrane feed water to prevent inorganic salt scaling.
Cartridge filtration pretreatment is used to remove particles from fouling the membrane trains.
Reverse osmosis membrane feed pumps are used to increase pressure to drive the feed water
through the membrane trains in which dissolved constituents such as hardness, salts, or TDS are
removed. The clean water or permeate from the reverse osmosis membrane trains is then
typically sent to a post treatment system where it is further conditioned for hydrogen sulfide
removal, pH adjustment to reduce the corrosivity, and disinfectant addition before storage and
distribution to the public. The dirty water or concentrate from the membrane trains is disposed
of in various disposal wells, ocean outfalls, or wastewater plants.
The proposed water treatment site plan and process plan are shown in Figures 6 -1 and 6 -2,
respectively. A process flow diagram is depicted in Figure 6 -3. A detailed listing of the water
treatment process mechanical design criteria is included in Table 6.3 q d more detailed
information can be found in Appendix B.
6 -5
0
a.
Section 6 — Water Supply and Treatment Evaluation
Table 6.3
Summary of Proposed Reverse Osmosis Membrane Treatment Plant Design Criteria
Facilities
Description
Supply Wells
Type: Upper Floridan Aquifer Wells
Quantity: Two or Three
Depth: 800 to 1200 feet
Membrane Facility
Pretreatment Systems
a Acid Feed System
0 1,100 gallon bulk storage tank (for both pre and post
treatment)
o Two chemical feed pumps (1 + I backup)
a Antiscalant feed system
o 250 gallon tote
o Two chemical feed pump (I + 1 backup)
a Cartridge Filters
o Two cartridge filter housing (1 + I backup)
0 103 filters per housing
o Cartridge filter length —40 inches
o Filtration size— 5 micron
Reverse Osmosis Membrane Treatment Trains
a Three high pressure feed pumps (2 + 1 backup)
a Two 875,000 gallon membrane trains
a 14 s 7 array.
a Membrane Cleaning System
• Cleaning pump
• Cartridge filter
• Cleaning Tank
Permeate Degasitier and
Post Treatment System
Odor Control System
a One degasifer tower with two blowers (1 +1 backup)
a Two Stage Odor Control Scrubber System
o Two scrubber towers
o Two recirculation pumps per scrubber tower (1 +1 backup)
o Chemical feed systems see below.
Clearwell and Transfer
Post Treatment System
pumps
a One 50,000 gallon cleanvell
e Three cleanvell transfer pumps (2 + 1 backup)
Calcite Reactors
Post Treatment System
a Two calcite reactor vessels
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6 -6
`i
Section 6 — Water Supply and Treatment Evaluation
Facilities
Description
Chemical Feed Systems
Post Treatment System
• Sodium Hydroxide
0 5,500 bulk storage tank
o Two sodium hydroxide chemical feed pumps (1 + I
backup) for finish water pH adjustment
o Four sodium hydroxide chemical feed pumps (2 + 2
backup) for odor control system, two per stage.
• Sodium Hypochlorite
o 5,500 bulk storage tank
o Two sodium hypochlorite chemical feed pumps (1 + 1
backup) for disinfection
o Two sodium hypochlorite chemical feed pumps (1+ 1
backup) for odor control system, two for 2 "d stage.
• Corrosion Inhibitor
0 250 gallon tote
o Two chemical feed pump (I + I backup)
Concentrate Disposal
Injection Wells
Wells
• Two disposal wells
• Depth — 200 to 400 It bls.
• Diameter —l2- inches
Monitoring Wells
• Two monitoring wells (I shallow + 1 deep)
6.2.1 Supply Wells
Raw water for the proposed water treatment plant will be supplied through two (2) on -site
Floridan aquifer wells, each with a capacity of 800 to 1620 gpm. Each well will house a
100 Hp pump that will supply water from the well to the membrane pretreatment
systems. Regulations require a minimum of two wells (one for backup) for public water
systems. Depending on test pumping results after construction and development, a third
well may be required to meet backup capacity requirements.
Initially, a test/production well will have to be constructed and tested for water quality
and quantity characteristics. If the chemical and physical characteristics are within the
original assumed data, then final engineering design of the membrane treatment plant can
commence. The test/production well, once completed and tested, will become one of the
new supply production wells. Upon approval and acceptance of the test/production well,
construction of the additional well(s) can commence.
6 -7
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Section 6 — Water SuoplV and Treatment Evaluation
6.2.2 Pretreatment Systems
Before the raw water is sent to the reverse osmosis membrane trains, it will be pretreated
by cartridge filtration, acid addition, and/or scale inhibitor addition. Cartridge filtration is ?
used protect the membranes from plugging due to large particles such as sand or silt. i
Two cartridge filter housing with 103 filter elements each are proposed for the water
treatment plant. Each cartridge filter will be 40- inches long with a nominal particle
filtration size of 5 micron maximum.
Acid addition prior to the reverse osmosis membrane trains is used to limit the formation
of salt precipitation or scaling in the membrane elements. Initial projections using the
design water quality in Table 6.2 indicate that calcium carbonate is the primary scaling I. a
salt of concern. Membrane water quality projections are included in Appendix C. The
addition of an antiscalant chemical is also proposed to prevent the formation of calcium
carbonate as well as other salts in the membrane elements. To provide complete mixing
of the pretreatment chemicals with the mw water, a static mixer will be utilized prior to
the membrane trains,
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6.2.3 Reverse Osmosis Membrane Treatment Trains I
Following pretreatment, the feed water to the membrane trains will be boosted in pressure
by the reverse osmosis membrane feed pumps. The required feed pressure will depend ;
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upon the feed water quality, membrane train configuration, and membrane elements used.
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For the proposed water treatment plant, three 200 Hp membrane feed pumps are
assumed. Two pumps will be dedicated to two membrane trains. The third membrane
feed pump will serve as an on line backup. The feed pumps will increase the mw water
pressure from about 40 psig to approximately 270 to 350 psig depending on the
membrane elements used. Again, feed pressures may vary and should be confirmed with
the membrane train supplier. The feed pumps will also have variable frequency drives to
allow for increase in pressures as the membrane age and foul.
Two membrane trains are proposed for the water treatment plant to produce 875;000 gpd
each of membrane permeate or "clean' water. Each membrane, train will have two
stages. The first stage will have 14 pressure vessels and the second stage will have 7
pressure vessels. Each pressure vessel will hold 7 membrane elements each. The
pressure vessels will be mounted onto an epoxy coated carbon steel or FRP support
=
structure. Each train will have a total of 147 membrane elements each. Each membrane
train will operate at a design recovery rate of 75 percent. Recovery is the ratio of
permeate water produced to mw water used. As shown in Appendix C, two of the more
popular brackish water membrane elements were consider: DOW Filmtech BW30LE -440
and Hydranautic CPA3. These membrane elements are spiral - wound, 8- inches in
diameter, 40- inches long and made of a thin film composite material.
For both membrane elements, an interstage booster pump that would increase the feed
pressure into the second stage elements of each train is assumed. Interstage booster
I'
pumping provides for energy recovery and reduces electrical cost. Other energy recovery
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6 -6
t
J, iI
Section 6 — Water Supply and Treatment Evaluation
devices exist and should be evaluated in the detailed design to determine the most cost
effective alternative.
6.2.4 Post - treatment Systems
Before the membrane permeate can be used for potable or irrigation uses, it has to be
further conditioned. The permeate will contain hydrogen sulfide gas which has a "rotten
egg" odor. A forced draft degasification tower with two blowers will be used to remove
the hydrogen sulfide. One of the two blowers will act as a backup spare. To facilitate the
removal of the hydrogen sulfide, acid will be added to the influent of the degasification
tower to reduce the pH below 5.8 where the hydrogen sulfide more readily becomes a
gas. The degasification tower will remove approximately 95 percent of the hydrogen
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sulfide from the permeate.
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Because of the anticipated concentration of the hydrogen sulfide gas, an odor control
system is proposed to treat the hydrogen sulfide laden off -gas from the degasification
tower. The odor control system will consist of two odor control scrubbers in series.
Chemical addition to the odor control scrubbers will include sodium hydroxide to both
scrubbers and sodium hypochlorite only to the second scrubber. The odor control
scrubber system will remove approximately 98 percent of the hydrogen sulfide from the
off gas.
Once degasifed, the membrane permeate will be collected in a 50,000 gallon clearwell.
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From the clearwell, three 20 Hp transfer pumps will be used to pump the degasified
membrane permeate to two ground storage tanks (GSTs). One of the three transfer
pumps will be used as a backup spare. One GST will be used to store irrigation water
and the other GST will be used to store potable water. As the water is pumped to each
GST, it is further treated as described below:
♦ Golf Course Irrigation. To meet the water quality goal of a pH of 6.5 to 7.0
i
and a positive ORP (oxygen reduction potential), sodium hydroxide and/or
sodium hypochlorite may be added as the degasified membrane permeate is
pumped from the clearwell to the GST. Sodium hydroxide will be used the
raise the pH, if required. Sodium hypochlorite will be used to oxidize the
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remaining hydrogen sulfide and produce a positive ORP, if required.
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♦ Finished/Potable Water. Since the water from the membrane treatment is
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corrosive, additional treatment is needed to provide a stable and non - corrosive
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water. The clearwell transfer pumps will pump water through two calcite
reactors. The calcite reactors will add calcium and alkalinity to the water to
provide a more stable water with respect to corrosion. Sodium hydroxide will
be added after the calcite reactors to raise the pH and to further reduce the
corrosivity of the water. A phosphate based corrosion inhibitor will also be
added to reduce corrosion.
!I
Disinfection will also be provided as required by FDEP for public consumption. Sodium
hypochlorite will be added prior to the calcite reactors for primary disinfection
ric
Section 6 — Water Supply and Treatment Evaluation
Ammonia will also be added after the calcite reactor to provide chloramine residual
disinfection.
6.2.5 Concentrate Disposal
For the proposed water treatment plant, concentrate produced by the reverse osmosis
membrane trains will be disposed of by shallow injection wells. Disposal by deep
injection well or surface water discharge were eliminated as options due to expense and
permitting complexity.
Shallow injection wells have been used on barrier islands in the past and are currently
being used by the Town of Highland Reverse Osmosis Plant. The FDEP stipulates that
injection disposal can only occur in aquifers that have more than 10,000 mg/L of TDS. I
These aquifers with TDS over 10,000 mg/L are not considered to be potential sources of
drinking water. It is assumed that there is not an underground source of drinking water
but a more detailed survey will be needed during permitting. Monitoring wells will also
be required; however. FDEP is unsure if two shallow monitoring wells ( -30 ft and 60 ft)
or one shallow and one deep ( -400 ti) will be required. The number and depth of the
monitoring well shall be determined during the permitting application process.
Two shallow injection wells at approximately 300 to 400 feet bls are assumed. One rr,
injection well will serve as a backup to the other. Since, the iransmissivity of the local 7
geology affects the rate of disposal, the aquifer transmissiity should be quantified during o
installation of the test/production well. Booster pumping may be required depending on n
the aquifer iransmissivity but was not assumed to be needed and therefore not included in
the proposed water treatment plant. Because of the limited space at the site, the two
injection wells will be located next to each other and will require a variance from FDEP
for wells less than 500 feet apart.
At 75 percent recovery and a maximum plant flow of 1.75 mgd, the maximum
concentrate flow is estimated to be 0.4 mgd. However, the well is sized for 875,000
gallons per day for flushing the membrane trains during startup and shutdown. Each well
head will be equipped with a pressure indicator /transmitter and manual isolation valves in c
the above - ground piping.
Two monitoring wells are assumed to be included; one shallow at an approximate depth c
of 60 feet and one deep at an approximate depth of 400 feet.
6.3 Water Storage and Distribution
will utilize two (2) ground storage tanks, each with a capacity of 0.6
The treatment facilities
million gallons. One tank will be dedicated to serve the Town of Gulf Stream, and the second
tank will be dedicated to serve the golf course irrigation system. Treated water stored in the golf
course tank will not be disinfected, thereby reducing treatment costs for the irrigation water.
6 -10
Section 6 — Water Supply and Treatment Evaluation
The capacity of the golf course tank will meet its maximum month average daily now
(MMADF). Flow from the golf course tank will be gravity fed to the irrigation storage pond
through a control valve based on level switches in the pond.
The capacity of the Town's storage tank will provide minimum storage requirements as
established by regulation of 25% of maximum day flow (0.275 MG) plus fire flow requirements
(0.27 MG based on ISO rating of 2,250 gpm for 2 hours). High service distribution pumps
located within a hardened building will be used to provide potable water supply to the To
Three (3) high services pumps (one standby) will be provided and rated for 750 gpm to 2,wn
gpm to provide peak hour water capacity, as well as fire flow capacity. A hydropneumatic tank
will also be provided to maintain system pressures during low flow periods.
A 12 -inch distribution line will extend to and connect to the Town's existing 12 -inch distribution
system located on Golfview Drive. Hydraulic modeling results show that the level of service for
system pressures with the proposed treatment facilities will be higher than existing service from
Delray Beach. Currently, the Town's distribution system averages 35 to 55 psi pressure. With
the proposed high service distribution system, system pressures can be maintained at 55 to,80
psi.
Although the proposed high service distribution pumping facilities are designed to provide
minimum fire flow, there are limitations within the Town's existing distribution system in
actually providing those flows to the target areas. For instance, the Town's north service area
(north of Golfview Drive) is served by a 6 -inch primary water line. This line is too small to
provide adequate fire flow (2,250 gpm) to northern areas, such as Town Hall or Little Club Golf
Course. The Town may consider conducting an additional fire flow study to determine
constraints within its existing water distribution system and plan for upgrades of the system
should fire flow service be desired through the entire Town.
6.4 Power Supply and Electrical Systems
The anticipated load summary based on the process mechanical conceptual design criteria is
listed in Table 6.4 and indicates that approximately 950 Hp or 1170 amps at 3 Phase, 480 Volt
will be required.
Regarding power supply to the site, there is an existing 13.2 kV, 3 -phase overhead line located
on the south side of Golfview Drive serving power to residential housing and to the irrigation
pump station located on the northwest corner of the golf course. FPL will investigate to see if
the size of die existing 13.2 kV overhead line wires are adequate for the new WTP load. FPL
might have to upgrade the 13.2 kV overhead lines to serve the new WTP load. If upgrading the
FPL line is needed, the City will be required to pay for the upgrade. FPL will provide a 3- phase,
480 volt padmounted transformer in close proximity of the new electrical room to serve power to
the WTP. All of the required secondary wires will be designed to pass underground from the
FPL transformer to a main service switch, the MCC and VFDs in the WTP Electrical Room. All
the motor loads above %2 Hp will be 3- phase, 480 Volt. The lighting and other incidental loads
will be served through a stepdown transformer with 120/208 Volt as required.
6 -11
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Section 6 — Water Supply and Treatment Evaluation
Table 6.4
Town of Gulf Stream WTP Electrical Load Summary
NOTES:
1 ASSUME HP =KW
Based on the enclosed load summary, it appears that a 1250 kW engine /generator will be
required to serve the electrical load in case of a power failure. The fuel requirement based on
75% load for this engine /generator would be 64 gallons per hour. For 24 hours -of operation per
day and for 14 days storage, 21,500 gallons of fuel storage will be required. A primary above
ground fuel storage tank will be required.
6 -12
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POWER
LOAD
AMPLOAD
DESCRIPTION
UNIT
CONNECT.
DEMAND
GEN.
CONNECT.
DEMAND
GEN.
RAW WATER WELL 1
HP
100
100
100
124
124
124
RAW WATER WELL
HP
100
MEMBRANE FEED PUMP
HP
200
200
200
200
200
240
240
240
240
240
240
MEMBRANE FEED PUMP 2
HP
200
240
MEMBRANE FEED PUMP 3, BACK UP
HP
200
MEMBRANE INTERSTAGE PUMP I
HP
40
40
40
40
50
50
50
50
50
MEMBRANE INTERSTAGE PUMP 2
HP
40
40
500
MEMBRANE INTERSTAGE PUMP 3, BACK UP
HP
40
MEMBRANE CLEANING SYSTEM
HP
40
40
40
50
50
50
DEGASS BLOWER 1
HP
20
20
20
P7
27
27
DEGASS BLOWER 2, BACK UP
HP
ZO
ODOR CONTROL SYSTEM
HP
4
2
2
6
4
4
TRANSFER PUMP
HP
20
20
20
20
20
27
27
27
27
27
27
TRANSFER PUMP
HP
HP
20
20
TRANSFER PUMP 3, BACK UP
AIR COMPRESSOR
HP
10
10
10
14
14
14
HSP1
HP
HP
50
150
50
150
50
150
65
1800
65
180
65
180
HSP 2
HP
150
HSP3
SHALLOW INJECTION WELL 1
HP
1
1
1
1
1
2
2
2
2
2
2
SHALLOW INJECTION WELL
HP
1
SULFURIC ACID SYSTEM
HP
4
2
2
8
4
4
SCALE INHIBITOR
HP
2
1
1
4
2
2
SODIUM HYDROXIDE
HP
2
1
1
4
2
2
CORROSION INHIBITOR
HP
4
2
2
6
4
4
SODIUM HYPOCHLORITE
HP
2
1
1
4
2
2
STEP DOWN TRANSFORMER
TCW
45
45
45
54
54
54
NOTES:
1 ASSUME HP =KW
Based on the enclosed load summary, it appears that a 1250 kW engine /generator will be
required to serve the electrical load in case of a power failure. The fuel requirement based on
75% load for this engine /generator would be 64 gallons per hour. For 24 hours -of operation per
day and for 14 days storage, 21,500 gallons of fuel storage will be required. A primary above
ground fuel storage tank will be required.
6 -12
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Section 6 — Water Supply and Treatment Evaluation
There is an existing underground natural gas line on the east side of AIA at the vicinity of this
project. Bi -fuel operation of the engine /generator with a combination of diesel fuel and natural
gas is possible, but it requires an after market product mounted on the engine /generator. The
engine must always have diesel fuel or a combination with natural gas to it. The engine can not
be operated on natural gas alone.
The warranty with an after market bi -fuel system installed on the engine /generator will depend
on questionable operation, malfunctions and possible damages. The installation cost after market
bi -fuel package could add $70,000.00 to the cost. The availability of the quantity of gas supply A
is questionable. Based on the above, it is recommended that a diesel engine /generator be
specified for this project.
6.5 Facilities ^.
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The water treatment plant will be supported by many facilities to allow for proper operation and
maintenance of the system. These facilities are described in more detail below.
6.5.1 Buildings
The water treatment facilities are proposed to include two (2) buildings: a Membrane
Process Building and a Distribution Pump Building. The buildings will be constructed of
concrete block masonry units, which offer better resistance to coastal environmental
conditions and hurricane damage. Depending on the results of the geotechnical
m
investigations, the buildings, along with the hydraulic concrete structures (clearwell and
grounds storage tanks), may have to be placed on pilings to prevent settlement in muck
conditions. If the geotechnical investigations determine there is adequate support in the
foundations, then the buildings and structures will be constructed with slabs on grade.
As an alternative to concrete block, the buildings could be constructed on pre - engineered
metal buildings. However, these buildings offer less noise control, and are more
susceptible to coastal corrosion. Also, concrete block buildings are more conducive to
architectural treatments should that be a goal of the Town.
The current Florida Building Code requires the buildings to be designed and constructed
a
to withstand 140 mph windloads.
P
The Membrane Process Building is proposed to include areas for electrical room, on -site
0
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laboratory, office, restroom and storage /maintenance. These areas will prove useful for
the plant operator to carry out day -to -day functions.
6.5.2 Site Security /Lighting
In order to comply with State and Federal security requirements for potable water
facilities, the site will have to include fencing,
perimeter lockable gates, and intrusion
detectors. The site will also include adequate site lighting to allow maintenance activities
10 10
to occur at night, when needed, at the various treatment unit process and chemical
facilities. Emergency lighting with battery backup will be for
f°
0
2'
provided emergency exit of
I I' >
6 -13
•i! 11,14
Section 6 — Water Supply and Treatment Evaluation
personnel from the building(s) and in the electrical /control room for emergency O
troubleshooting. A fire alarm system will also be incorporated for critical areas. n
x
6.5.3 Noise and Odor Control Q
Due to the site's close proximity to golfing activities and residential neighborhoods, the
site facilities will be designed with high emphasis on noise and odor control. Noise from
equipment motors will be dampened through the use of enclosed buildings or sound
enclosures. Odor control will also be addressed through the use of degasificntion towers
followed by odor scrubbers, which are designed to remove and oxidize any sulfur
compounds from the treated water. The scrubbers are typically designed for 98% P
removal efficiency. ! -
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Section 7 b
Regulatory Compliance Considerations
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7.1 Drinking Water Quality
To assure that public water systems supply drinking water which meets minimum requirements,
the Federal Government enacted PL 93 -523 "Safe Drinking 6Yater Act" (SDWA). The main
purpose of the law was to give primary responsibility for public water systems programs to the !
States to implement a public water system program. In response, the legislature of Florida a
enacted the "Florida Safe Drinking Water Act", (rSDWA) Sections 403.850403.864, F.S., and e rD
Chapters 62 -550, 62 -555 and 62 -560, FAC, were promulgated to implement the requirements of
the FSDWA.
j
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Drinking water quality requirements are stipulated in Chapter 62 -550, FAC, "Drinking Water
Standards, Monitoring and Reporting". The chapter adopts the national primary and secondary �.
drinking water standards, and otherwise creates additional rules to fulfill the State and Federal
Requirements. The Primary and Secondary Drinking Water Quality Standards are included in
Appendix D. Additional water quality and monitoring requirements are included in Palm Beach
County's "Environmental Control Rule II (ECR II) — Water Supplies ".
n n i
7.2 Plant Staffing
3 I
Chapter 62 -699, FAC, "Treatment Plant Classification and Staffing" defines the minimum n
classification and staffing levels for various size water treatment facilities. The Town's proposed
1.75 mgd membrane treatment plant would qualify as a Category II, Class B Plant (1.0 to 6.5
mgd RO Plant). This facility requires staffing by Class C or higher operation for 16 hrs /day for '7
days /week. The lead/chief operator must be Class B or higher. j
For Class B plants, the second shift should cover the next highest influent flow or peak water
production period. A certified operator shall be on -site and in charge of each required shift and 3
for periods of required staffing time when the lead or chief operator is not on -site. The lead/chief
operator shall be employed full time, 4 -days per week, 35 hour /week minimum including leave o.
time.
7.3 WTP Testing and Reporting
Operation of a public water supply system requires extensive water quality monitoring and
reporting to the authorities on a regular basis. Operation and maintenance logs must be
maintained and available for inspection by the Palm Beach County Health Department. Monthly
Operating and microbiological reports must be filled out, certified and submitted to the Palm
Beach County Health Department, documenting the test results for the previous month. Any a
violations in the water quality standards must be immediately reported to the regulatory i7
authorities in accordance with established reporting procedures. A summary of the monitoring ! j
lrequencies, locations and schedule is provided in Appendix E.
x
D
Section 7 — Regulatory Compliance Considerations
Other reports required by regulatory agencies for a raw water supply and membrane treatment
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system include the following:
—x'
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♦ Consumer Confidence Report (CCR)
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♦ Quarterly SFWMD Water Use Limiting Condition Compliance Report
♦ SFWMD Monthly Report of Daily Withdrawals
—
0 Monthly Shallow Injection Well Operating Report
♦ Monitoring Well Operating Reports
0 DCA Emergency Response Plan
o
0 FDEP Emergency Planning for Water Utilities Plan
rP
0 GST/Hydropneumatic Tank Inspections (every 5 yrs.)
2-
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Additional water system requirements are included in Palm Beach County's
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7.4 Permitting
o. `D
Construction and operation of a new water treatment facility will require permits to be obtained
related to treatment facilities, as well as the
_
from several agencies having permitting jurisdiction
raw water, finished water and plant siting.
7.4.1 Florida Department of Environmental Protection (DEP)
There are several permits that must be obtained from DEP related to construction
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activities for the water treatment plant and associated facilities.
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0 Application for a Specific Permit to Construct Potable Water System (PWS)
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Components — this permit is required for any new or altered public drinking water
facility, including raw water and finished water transmission mains. The
is for compliance with Chapter 62 -555, FAC,
proposed project reviewed
"Peranitting, Construction, Operation and iilaintenance of Public IYater
Systems ", which sets the permitting requirements for public water systems,
the wells serving the system and the
including the location and construction of
3
treatment plant. The review of the permit is conducted by the Palm Beach County
rP
Health Department (PBCI-ID), which has been delegated this authority by DEP.
3 q
Additional water system requirements are included in Palm Beach County's
T
"Envirow nental Control Rule II (ECR -11) — Water supplies ".
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0 Construction Permit for Concentrate Disposal Injection Well — a permit is
required for disposal of membrane concentrate via Class V injection well. This
permit is obtained through DEP's Underground Injection Control (UIC) section in
accordance with Chapter 62 -528, FAC, "Underground byectivn Control".
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7 -2
Section 7 — Regulatory Compliance Considerations
7.4.2 South Florida Water Management District (SFWMD)
The SFWMD is the water management district with regulatory jurisdiction over Palm
Beach County as well as fifteen other counties. The following permits must be obtained
from this agency:
♦ Corrsranplive Use Permit — a consumptive use permit (CUP) will be required for
the new test/production wells to be installed in the Floridan Aquifer.
♦ Environmental Resource Permit — in 1993, the Management and Storage of
Surface Waters (MSSW) and dredge- and -fill permit programs were combined
into the Environmental Resource Permit (ERP). The ERP is ajoint application to
SFWMD and the USACOE. The ERP for the Town's WTP will provide
requirements for the on -site stormwater management system, as well as address
any wetland mitigation and management requirements.
♦ Detvatering Permit - a dewatering permit may be required for the project site if
dewatering activities by the Contractor is greater than 6 months and exceeds
dewatering volume thresholds. The dewatering permit will need to include the
proposed methods to contain the discharge, the methods for isolating dewatering
areas, and the period dewatering structures will be in place. This is considered a
minor permit and is issued by the SFWMD Water Use Division concurrent with
the ERP. The Contractor is typically responsible for obtaining this permit.
7.4.3 Florida Department of Transportation (FDOT)
Permits may need to be obtained from FDOT related to the construction of raw and /or
finished water pipelines within FDOT rights -of -way.
7.4.4 United States Environmental Protection Agency (EPA)
Due to the fact that bulk storage of certain chemical substances, such as sulfuric acid and
caustic soda, will occur on -site, an accidental release prevention program (ARPP) may be
needed. Required compliance with the ARPP will be confirmed based on final quantities
of stored material.
7.4.5 Palm Beach County Department of Environmental Resource Management (ERM)
Palm Beach County Department of Environmental Resource Management (ERM)
regulates construction activities within surficial aquifer wellfield zones and requires
special handling and storage requirements for hazardous chemicals and substances within
those areas. The Town of Gulf Stream water treatment facility is not expected to be
within a wellfield zone, and thus no permitting is expected to be required.
ERM also regulates fuel storage tanks and appurtenances in accordance with Chapter 62-
761, F.A.C. ERM has been delegated this authority by the Florida Department of
7 -3
Section 7 — Regulatory Compliance-Considerations
Environmental Protection (FDEP). The pumping facility site will include fuel storage
tanks and emergency generators which will require review and approval by ERM. There
is no permit fee; however, a building permit will be required prior to construction. ERM
will also require inspections during construction to ensure compliance of the finished
facilities. All fuel storage tanks are required to be registered with the FDEP upon
completion of construction.
7-4
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Section 8
Economic Considerations of Recommended Plan
8,1 Capital Costs
This section presents the preliminary capital cost estimate for design and construction of the
Town of Gulf Stream Reverse Osmosis Membrane Water Treatment Plant. Capital costs,
including construction costs, general conditions (bonds, insurance, contractor profit, etc.), and
related engineering testing, design and technical services, are presented in Table 8.1. The costs
were established using similar sized projects and established engineering practices. The total
capital cost of the project is estimated to be $11.017,848.00 in 2006 dollars. It is important to
note that these costs do not include land purchase, wetland mitigation or startup legal, fiscal and
administration costs. A more detailed listing of the estimated capital costs is presented in
Appendix F.
8.2 Operation and Maintenance Costs
Costs associated with operating and maintaining the Town of Gulf Stream R.O. Membrane
Water Treatment Plant were estimated based on 2006 dollars and are presented in Table 8.2. The
costs include chemical use, power consumption, staff labor for plant operations via licensed
operators, membrane replacement and cartridge filter replacement. The total annual operation
and maintenance costs for the facility are estimated to be $882.500 per year, and do not include
annual site lensing, legal, fiscal or administrative expenses.
8.3 Administrative, Fiscal and Legal Considerations
Implementation of a new public water system carries many administrative, fiscal and legal
responsibilities. The purpose of this report is to focus on the technical and engineering aspects
associated with developing a recommended plan for the Town of Gulf Stream Water Treatment
Plant. Should the Town find in favor of the technical /engineering recommendations, the next
step of the project would be to develop a Business Plan for implementation of the project.
This Business Plan would detail the many administrative, fiscal and legal considerations that
must be addressed before moving forward with engineering testing and design of the system.
Items that must be addressed by the Town include, but are not limited to, the following:
♦ Develop a staffing plan to address plant operations, maintenance, and accounting.
♦ Develop an accounting/billing program.
♦ Identify method of obtaining site (purchase or lease), and identify all easements,
deeds and titles required.
8-1
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Section 8 — Economic Considerations of Recommended Plan
Table 8.1
Town of Gulf Stream R,0 Membrane Water Treatment Plant
Preliminary Capital Costs
Structural/Architectural
Raw -Water Wells
Cartridge Fillers
Static Mixers
Membrane Feed Pumps
Membrane Trains
Membrane Cleaning System
Chemical Systems
DegasifierlOdor Control System
Transfer Pumps
Ground Storage Tanks
High Service Pumps
Hydropneumatic Tank
injection Well System
Large Yard Piping
Instrumentation
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$56,416.00
$532,613.00
$1,425,
$107,
$1,030,000.00
$51,250.00
$529,000.00
$336,550.00
$355,
$127,
$78,
8 -2
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Section 8 — Economic Considerations of Recommended Plan
Table 8.2
Town of Gulf Stream R.O. Membrane Water Treatment Plant
Preliminary Operation & Maintenance Costs
Annual Cost Items Projected
Annual Costs
Membrane Replacement' ,200
$55
Cartridge Filters 55,200
Chemicals
Energy $322,500
FA
I. Membrane replacement cost are based an 5 year membrane life. Other facilities
with similar water quality have lasted longer than 5 years with proper O &M.
2.
♦ Identify the anticipated Utility Budget to cover anticipated startup capital costs,
operation and maintenance costs,,and renewal and replacement costs of the water
supply and treatment system.
♦ Develop a financing program to cover anticipated Utility Budget costs. This task
includes establishing rates ol'service and comparing them to existing rates the Town
is paying through the bulk water contract with the City of Delray Beach.
♦ Identify the legal steps necessary to establish a service district, rate structure, adopt
rate resolutions, modify zoning codes, and implement water use ordinances (e.g.
cross - connection prevention ordinance, water conservation ordinance, etc.) as needed
to establish proper legal authority within the Town's service area.
♦ Identify types and level of insurance needed to cover site, equipment, structures and
staffing at the facilities.
♦ Identify contracts needed with outside suppliers such as power, chemicals, waste
disposal, certified laboratories, etc.
♦ Develop a plan for implementing a public information program and public hearing
process.
8 -3
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Section 8 — Economic Considerations of Recommended Plan
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♦ Develop a plan for regulatory agency review and approval of Facilities Plan. roc
Anticipated agencies that will participate include, but are not limited to, DGP,
PBCHD, SFWMD, Treasure Coast Regional Planning Council, and Florida
Department of Community Affairs (State Clearinghouse).
These items will be more fully addressed in the next phase of the project. �^
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8 -4
Section 9
ementation Schedule
There are many scheduling variables associated with the planning, testing, design, permitting and
construction of a water treatment facility for the Town of Gulf Stream. Implementation of each
task is dependent upon the successful completion and Town approval of the previous tasks.
Time frames associated with permitting the various water facility components can also vary
significantly.
Based on our experience with similar projects, the scheduled depicted in Figure 9 -1 has been
developed as the best representation of implementation time frames for each project component.
The schedule currently shows approximately 4 months for developing a Business Plan, 4 months
for engineering pilot testing, 9 months for engineering design/permitting(bidding, and 12 months
for facility construction. Total estimated project schedule is 30 months. The schedule includes
applying for two (2) grants from SFWMD's Alternative Water Supply Funding program for
fiscal year's 2007 and 2008.
9 -1
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2004 ANNUAL WATER QUALITY REPORT
May 31, 2005
Re: 2004 Water Quality Report — Town of Gulf Stream
Dear Customers and /or Residents:
We are pleased to present to you this year's Annual Water Quality Report. This report is
designed to inform you about the quality of water and services we deliver to you every day. Our
constant goal is to provide you with a safe and dependable supply of drinking water. The Town
of Gulf Stream purchases its water from the City of Delray Beach Utilities. The City of Delray
Beach withdraws water from shallow under - ground aquifers known as "Anastasia formation"
through wells and applies a lime softening process to treat the water.
We are pleased to report that our drinking water is safe and meets federal and state
requirements.
This report shows our water quality and what it means. If you have any questions about this
report or concerning your water utility, please contact the City of Delray Beach Water Plant 561-
243 -7318 or the Town Hall 561- 276 -5116.
The Town of Gulf Stream is responsible to test for total Coliform bacteria, Lead and Copper
every three years in accordance with Federal Register 40 CFR 141.86(d)(4)(iii). The City of
Delray Beach, the primary supplier, is responsible annually for Primary and Secondary
Standards as required by Federal and Slate laws. This annual report is for the reporting period
of January 1 to December 31, 2004. All drinking water, including bottled drinking water, may be
reasonably expected to contain at least small amounts of some contaminants. It Is important to
remember that the presence of these contaminants does not necessarily pose a health risk.
The chart below shows substances that the EPA requires our utility to report, even though we
are not in violation of their standard. To determine how we compare to the federal regulation,
compare the column that shows the highest level allowed by EPA (MCLs) to the column that
shows the level detected at our utility during 2003, our last testing period.
Page 1
2004 Annual Water Quality rteport
May 31, 2005
Page 2
1 .�,4 nA Cnnnpr [Tan Watprl
Dates of
Sampling
(modyr.)
MCL
Violation
YIN
Highest
Monthly
Percentage
(Number
No. of
MCL
Can csfon of household
Contaminate
Dates Of
AL
goth
Sampling
MCLG
AL
Likely Source of
And Unit of
Sampling
Violation
Percentile
Sites
collecting
(Action
Contamination
Measurement
(mo. /yr.)
YIN
Result
Exceeding
fewer than 40
Level)
deposlls :leaching from
the AL
samples per
wood preservatives.
1 .�,4 nA Cnnnpr [Tan Watprl
Mirrnhinlnairal Contaminants
Contaminate and
Unit of
Measurement
Dates of
Sampling
(modyr.)
MCL
Violation
YIN
Highest
Monthly
Percentage
(Number
MCLG
MCL
Can csfon of household
Copper (tap
Sept
NO
0.10
0
1.3
1.3
plumbing systems:
water) (ppm)
2003
N
0
0
collecting
erosion of natural
Bacteria
2005
fewer than 40
deposlls :leaching from
samples per
wood preservatives.
month:
Corrosion of household
Lead (tap water)
Sept
NO
3.0
0
0
is
plumbing systems,
(ppb)
2003
colirorm
erosion of natural
bacteria in 1
deposits,
Mirrnhinlnairal Contaminants
Contaminate and
Unit of
Measurement
Dates of
Sampling
(modyr.)
MCL
Violation
YIN
Highest
Monthly
Percentage
(Number
MCLG
MCL
Likely Source of
Contamination
For systems
Total Colifonn
March
N
0
0
collecting
Naturally present in the
Bacteria
2005
fewer than 40
environment.
samples per
month:
presence of
colirorm
bacteria in 1
sample
collected
during month.
DEFINITIONS: The terms and abbreviations found in the above table are defined below:
Maximum Contaminant Level Goal (MCLG): The level of a contaminant in drinking water below
which there is no known or expected risk to health. MCI-Gs allow for a margin of safety.
Maximum Contaminate Level (MCL): The highest level of a contaminant that is allowed in
drinking water. MCLs are set as close to the MCI-Gs as feasible using the best available
treatment technology. MCLs are set at very stf ingent levels. To understand the possible health
effects for many regulated substances, a person would have to drink two liters of water every
day at the MCL level for a lifetime to have a one -in- million chance of having a health effect.
Parts per million (ppm) — one part per million corresponds to one minute in two years or a single
penny in $10,000.
Parts perbillion (ppb) — one part per billion corresponds to one minute in 2,000 years, or a
single penny in $10,000,000.
Page 2
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May 31, 2005
Page 3
Action Level (AL) — the concentration of a contaminant, which, if exceeded, triggers treatment or
other requirements, which a water system must follow.
ND — None detected
A - Absent
SUPPLEMENTAL INFORMATION:
The sources of drinking water (both lap water and bottled water) include rivers, lakes streams,
Ponds, reservoirs, springs and wells. As water travels over the surface of the land or through
the ground, it dissolves naturally occurring minerals and, in some cases, radioactive material,
and can pick up substances resulting form the presence of animals or from human activity.
Contaminants that may be present in source water include:
a. Microbial contaminants, such as viruses and bacteria, which may come from sewage
treatment plants, septic systems, agricultural livestock operations, and wildlife.
b. Inorganic contaminants, such as salts and metals, which can be naturally - occurring or
result from urban storm water runoff, industrial or domestic wastewater discharges, oil
and gas production, mining or farming.
C. Pesticides and herbicides, which may come from a variety of sources such as
agriculture, urban storm water runoff and residential uses.
d. Organic chemical contaminants, including synthetic and volatile organic chemicals,
which are by- products of industrial processes and petroleum production, and can also
come from gas stations, urban storm water runoff, and septic systems.
e. Radioactive contaminants, which can be naturally occurring or be the result of oil and
gas production and mining activities.
In order to ensure that lap water is safe to drink the EPA prescribes regulations to limit the
amount of certain contaminants water provided by public water systems. FDS regulatio
establish limits for contaminants in bottled water that must provide the same protectio ns
n for
Public health.
Some people may be more vulnerable to contaminants in drinking water than the general
Populations. Immuno- compromised persons such as persons with cancer undergoing
chemotherapy, persons who have undergone organ transplants, people with HIV /AIDS or other
immune system disorders, some elderly, and infants can be particularly at risk from infections.
These people should seek advice and drinking water from their health care providers.
EPA.CDC guidelines on appropriate means to lessen the risk of infection by cryptosporidium
and other microbiological contaminants are available from Safe Drinking Water Hotline (1 -808-
426- 4791). More information about contaminants and potential health effects can be
obtained from the Environmental Protection Agency's Safe Drinking Water Hotline as
well.
Page 3
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Gulf Stream Process Mechanical Conceptual Design Criteria
Unit Process
Parameter
Raw Water Wells
Number of Wells
2 Wells 0 + backup)
Flaw per Well
1.17 to 2.33 mdg
Casing Material Type
FRP or PVC
Diameter
18 -inch
l Pumps
of Pumps
2
wer
100 hp
r Pump
I
800 to1620 gpm
namic Head (TDH) Condition
100 to 120 feet
pump
Submersible
of Construction for Well Above Piping
316 SS
of Construction for Well Pump
316 SS
Accessories
Actuated Valves
Check Valves
Manual isolation Valves
Flow meter
Bacteriological Sample Point
Air Release Valves
Raw Water Pipaline From Pump to Main Header
Material of construction
HDPE or PVC
Diameter
10 -Inch
Velocity
3 -7 Ills
Raw Water Pipaline Main Header
Material of construction
HDPE cr PVC
Diameter
10 -inch
Velocity
3 -7 ft/5
Membrane Plant Water Piping
HDPE ( diameter> 8 inches, working pressure < 80 psi)
Material of construction
PVC (diameter < 8 -Inch, working pressure <100 psi)
SST (Exposed piping or working pressures> 200 psi)
Membrane Pretreatment Cartridge Filters
Number of Cartridge Fillers
2 1 + 1 backup)
Design Flow
2.3 mgd (75% Recovery)
Number of Elements per Cartridge Filter
103
32 -Inch diameter, 68 -Inch long Horizontal Housing - 316 SS
Filler Type
2 -112 -inch nominal OD filter element, 40- Inches long,
5- micron particle size.
ROdesgn- criteriaRev041306 /Sheetl
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Gulf Stream Process Mechanical Conce tual Desi n Criteria
Unit Process
Sulfuric Acid Food Systems
Parameter
Concentration
93% to 95%
Injection Points
Pre- Cartridge Filters (Raw Water)
Number of Metering Pumps
Pre- Degaslfier (Permeate + Raw Water Bypass)
4 (2 per injection point, 1 pump at each Injection point
Metering Pump Accessories
to serve as backup)
Calibration Columns
Pulsation Dampener
Back - pressure Valve
Bulk Tank Size
Flow Indicator
Tank Material
1100 gallons
High Density Polyethylene (HDPE)
Tank Accessories
Level Indicator
Pipe and Valving Material
Level Switches (High and Law)
CPVC with Secondary Containment
Scale Inhibitor Feed System
Concentration
Injection Points
Neat Solution Diluted to Approximately 50%
Number of Metering Pumps
Post- Cartridge Fillers
2 (1 +1 spare)
Metering Pump Accessories
Calibration Columns
Pulsation Dampener
Back - pressure Valve
Bulk Tank Size
Flow Indicator
Tote
Tank Material
HDPE
Tank Accessories
Level Indicator (Manual)
Pipe and Valving Material
Level Switches (High and Low)
PVC with Secondary Containment
Static Mixer
Material of construction
FRP
10 -Inch diameter, 24 -inch long
Membrane Feed Pump
Number of Pumps
3 (2 + 1 backup)
Flow @ 75% Recovery/TDH
810 gpm @570 It
Pump Type
Vertical Turbine
Pump Material Type
316 SS
Horsepower
200 hp
Drive
Variable Frequency Drive
' ROdesgn- cdteriaRev041306 /Sheetl
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Gulf Stream Process Mechanical Conceptual D n Criteria
Unit Process
Parameter
Membrane Interstage Booster Pump
Number of Pumps
3 (2+ 1 shelf spare)
Flow @ 75% Recovery/TDH
202 gpm @ 350 ft
Pump Type
Booster
Pump Material Type
316 SS
Horsepower
40 hp
Drive
Direct Drive
Membrane Train
Number of Trains
2
Permeate Capacity per Train
0.875 mgd
Number of Stages
Number of Pressure Vessels
2 per train
14 /Stage 1, 7 1Stage 2, 21 total
Type of Vessels
FRP, Side ports
Number of Elements per Vessel
7 1vessel
Element Size
8 -inch dia, 40 -inch
Element Type
Thin Film Composite
Membrane Cleaning System
Cleaning Tank
Diameter
5.3 feet
Shell Height
6.5 feel
Capacity
1100 gallons
Tank Material/rype
HDPE
Accessories
Level Indicator
Movable Stairway Access
Cleaning Pump
Number of pumps
1
Horizontal End Suction Centrifugal
Type of pump
Capacity per pump
560 gpm @ 165 it
Horsepower
40
Material of pump head
316 SS
Drive Type
VFD
Cartridge Filter
Number of Cartridge Filters
1
Design Flow
560 gpm
Number of Elements per Filter
35
20 -inch diameter, 86 -Inch long Horizontal Housing - 316 SS
Filter Type
2 -1 /2 -inch nominal OD filter element, 40- inches long,
5- micron particle size.
RQdesgn- critedaRev0413O6 /Sheet1 812212006
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Number of Degasifier
Treatment Capacity
Degasifier Diameter
Minimum Packing Height
Overall Height
H2S Removal Efficiency
Number of Blowers
Blower Capacity
Horsepower
Type
Scrubber Diameter
Minimum Packing Height
Chemical Additions
Recirculation pumps
Number
Capacity
Horsepower
Make -up Water
Footprint
Capacity
t/Golf Course Wate
Number of Pumps
Flow/TDH per pump
Pump Type
Pump Material Type
Drive
Horsepower
Use water from
i Rodesgn•criterfaRev04l306 /Sheen
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1
1.75 mgd
8 feet
15 feet
30 feet
>95%
2(1 +1 backup)
7000 scfm at 1o" W.C.
20 hp
2 -Stage Caustic/Chlorine Scrubber
5 feet
10 feet
Chlorine - 2nd Stage
Caustic -1st and 2nd Stage
4 total, 2 per Scrubber, (1 +1 backup)
150 gpm @60ft
5 hp
14 gpm to Stage 1 Scrubber; 1 gpm to Stage 2 Scrubber
40 feet by 20 feel by 8.5 feet
50,000 gallons
2 + 1 Backup
700 gpm @ 65 feet
Horizontal Split Case /End Suction
316 SS
Constant Speed
20 hp
system without chlorine
8/22/2006
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Unit Process Parameter
Sodium Hydroxide Feed System
Concentration
Concentration
50%
Post - Degasifier (Product Water)
Injection Points
Odor Control System
Calibration Columns
Golf Course
Number of Metering Pumps
Product Water injection: 2 (1 +1 spare)
Back - pressure Valve
Scrubber System: 2 (1 per Scrubber)
Flow Indicator
Golf Course 2 (1 +1 spare)
Metering Pump Accessories
Calibration Columns
Level Indicator (Manual)
Pulsation Dampener
Level Switches (High and Low)
Back - pressure Valve
PVC with Secondary Containment
Flow Indicator
Bulk Tank Size
5,500 gallons ..
Tank Material
HOPE
Level Indicator (Manual)
Tank Accessories
None - Feed from Bulk
Transfer Pump
Recriculation Pump
Number of Pumps
1
200 gpm @ 20 feet
Flow/TDH per pump
Horizontal End Suction Centrifugal Pump
Pump Type
Pump Material Type
Stainless Steel
Drive
Constant Speed
Horsepower
1 hp
Pipe and Valving Material
CPVC with Secondary Containment
on mmonor reeu ayn.c641
Diluted to Approximately 50°°
Concentration
Neat Solution
Post Degasifier (Product Water)
Injection Point
Number of Metering Pumps
2 (1 +1 spare)
Metering Pump Accessories
Calibration Columns
Pulsation Dampener
Back - pressure Valve
Flow Indicator
Bulk Tank Size
Tote
HDPE
Tank Material
Level Indicator (Manual)
Tank Accessories
Level Switches (High and Low)
Pipe and Valving Material
PVC with Secondary Containment
8/22/2006
lesgn- cdteriaRev0413061She et1
i
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i
uulr Stream Process
Concentration
10 -15%
Injection Points
Number of Metering Pumps
Post- Degaslfier (Product Water)
Diameter
Product Water Injection: 2 (1 +1 spare)
Metering Pump Accessories
Scrubber System: 2 (2nd stage -1 +1 spare)
Calibration Columns
Overall Height
Pulsation Dampener
Back - pressure Valve
Bulk Tank Size
Flow Indicator
gallons
Tank Material
HOP
HOPE
Tank Accessories
Transfer Pump
Level Indicator (Manual)
None - Feed from Bulk
Pipe and Valving Material
PVC with Secondary Containment
1ta Gas Storage and Feed System
Storage
Number of Cylinders
150 lb cylinders
2 +1 backup
Injection Point
Gas Feed System
Post- Degasirier (Product Water)
Vacuum Solution Type
2- Vacuum Regulators
Automatic Vacuum Switchover Module
High /Low Vacuum Alarm
Automatic Feed Rate Valve
Remote Manual Flow Meter
Ejector
Water Solenoid Valve
Ammonia Gas Leak Detector
Number of reactors 2
Type FRP Pressure Vessel
Capacity 4000 gallon
Diameter 12
Height 6 ft
Type
Prestressed Concrete
Capacity
600,000 gallons
Diameter
70 ft
Shell Height
21 ft
Overall Height
28 ft
Type
Capacity
Prestressed Concrete
Diameter
600,000 gallons
Shell Height
70 it
21 ft
Overall Height
28 it
Bsgn- cdteriaRev041306 /Sheetl
8/22/2006
Gulf Stream Process Mechanical Conceptual K e n Criteria
unit Process
Parameter
Hydropneumatic Tank
Carbon Steel, Horizontal
Type
Capacity
5000 gallons
Diameter
7 ft
Length
1911
Air Compressor
10 hp
HSP Pumps
3
Number of Pumps
PumP#I
Flow(rD H per Pump
750 gpm @ 160 feet
Pump Type
Split Case
Pump Material Type
Bronze
Variable Frequency Drive
Drive
50 hp
Horsepower
Pump #2 8 #3
Firm Capacity one large pump out of service.
Flow(rDH per Pump
2255 gpm @ 160 feet
Pump Type
Split Case
Pump Material Type
Bronze
Drive
Variable Frequency Drive
Horsepower
150 hp
Shallow Injection Woil Site Facilities
Injection Well
Number of Wells
2
Diameter of Well
12 inches
Depth
Approximately 300 it bis
Maximum Velocity
12 ills
Rated Capacity
90o gpm for train Flushing
Concentrate Flow
406 gpm
Type
Open Bore Hole
Material of Construction of Well
PVC
Monitoring Well
2 (1 deep 81 shallow)
Number of Wells
Diameter of Well
4 inches
Approximately 20 ft bls (shallow) and 50 ft bls (deep)
Depth
Monitoring Well Sampling Pumps
Number of Pumps
2
111 hn
8122/2006
esgn- crileriaRev041306ISheetl
WSA report
Project: Gulfstream
Prepared By: Troy Lyn
Globaltech, Inc.
System Design Overview
CI
0
Page 1 of 2
ROSA v6.0 ConfigDB 35240039
Case: 1
4/11/2006
Raw Water TDS
7926.54 mg/1
% System Recovery (7/1)
1 75.00
Water Classification
Well Water SDI
FoulingFactor(Pass1)
0.85
Peed Temperature
24.8 C
7
Elements per Pressure Vessel
Pass #
Pass 1
Stage #
1
2
Element Type
BW30LE440BW30LE440
Pressure Vessels per Stage
14
7
Elements per Pressure Vessel
7
7
Total Number of Elements
98
49
Pass Average Flux
13.54 gfd
Stage Average Flux _M4.52
91"d
I 11.57 gfd
Permeate Back Pressure
15.00 psi:
15.00 psig
Booster Pressure
0.00 psig
150.00 psig
Chemical Dose
Energy Consumption
4.04 kWln/kgal
Permeate Flux reported by ROSA is calculated based on ACTIVE membrane area. DISCLAIMER: NO WARRANTY, EXPRESSED OR
IMPLIED,AND NO WARRANTY OF MERCHANTABILITY OR FITNESS, IS GIVEN. Neither FilmTec Corporation nor The Dow
Chemical Company assume liability for results obtained or damages incurred from the application of this information. FilmTec Corporation
nod The Dow Chemical Company assume no liability, if,, as a result of customer's use of the ROSA membrane design software, the
customer should be sued for alleged infringement of any patent not owned or controlled by the FilmTec Corporation nor The Dow
Chemical Company.
file: / /S:\Projects \GulfStrelmi\ 1339 \Does \GulfstreamOl Overview.html 8/22/2006
ROSA report
Project: Gulfstream
Prepared By: Troy Lyn
Globaltech,Inc.
1
Stream
Pressure
(prig)
TDS
(mg/1)
1
0.00
7926.54
3
265.03
"-Rcavcry75.00
7926.56
5
350.63
30869.79
7
-
274.29
7/1
75.00
Project Information:
Potable and irrigation demand or 1.75 mgd max day. Assume two 875000 gpd units
Design Warnings:
-None-
Solubility Warnings:
Page 2 of 2
ROSA v6.0 ConfigDB 35240039
Case: 1
4/11/2006
Langelier Saturation Index> 0
Stiff S Davis Stability Index> 0
BaSO4 C/o Sututation)> 100%
SrSO4 (a /a Saturation) > 100%
Car C/a saturation)> 100%
Antiscalunts may be required. Consult your antiscalant manufacturer for dosing and maximum allowable system recovery.
Permeate Flux reported by ROSA is calculated based on ACTIVE membrane area. DISCLAIMER: NO WARRANTY, EXPRESSED OR
1MPLIED,AND NO WARRANTY OF MERCHANTABILITY OR FITNESS, IS GIVEN. Neither FilmTec Corporation nor The Dray
Chemical Company assume liability for results obtained or damages incurred from the application of this infarmation. FilmTec Corporation
c'ust
customer should be sued focompany lleged infringement m nttlotf any patent notto of vnedto control) d yy `IROSA T� Corporation nor The Dow
Chemical Company.
file : / /S: \Projects \GulfStream \1339 \Does \GulfstreamOI Overview.luml 8/22/2006
OSA Detailed Report Page 1 of 3
reverse Osmosis System Analysis for FILMTECTM Membranes ROSA v6.0 ConfigDB 35240039
'roject: Gulfstream I
Case:
Toy Lyn, Globaltech, Inc. 41I are: 1
roject Information:Putable and irrigation demand of 1.75 mgd max day. Assume two 875000 gpd units
yslem Details ,
'ccd Flow to Stage 1
810.67 gpm
Pass I Permeate Flow
608.02 gpm
Osmotic Pressure:
Stage I
2.04
taw Water Flow to System
810.67 gpm
Pass I Recovery,
75.000%
Feed
80.84 psig
'ced Pressure
265.03 psig
Feed Temperature
24.8 C
Concentrate
310.71 psig
'ouling Factor
0.85
Feed TDS
7926.56 m I
CJ
Average
195.77 psig
:hem. Dose
None
Number of Elements
147
Average NDP
121.78 psig
'otal Active Area
64680.00 112
Average Pass 1 Flux
13.54 gfd
Power
147.50 kW
Hater Classification: Well Water SDI <3
449.71
828,09
2.83
6.93
4.00
Sr
I6.0U
16.00
Specific Energy
4.04 kWh/kgal
Feed Feed
ilugc Element ffPV #Etc Flow Press
Recirc Cone
Flow Flow
Cone Penn
Avg Perm
Boost Perm
0.03
(gpm) (Prig)
(gpm) (gpm)
Press Flow
(Prig) (gpm)
Flux Press
(gfd) (psig)
Press TDS
(psig) (mg/1)
I BW30LE -040 14
7 810.67 260.03
0.00 375.82
232.13 434.85
14.52 15.00
0.00 194.40
2 BW30LE440 7
7 375.82 377.13
0.00 202.65
350.63 173.17
11.57 15.00
150.00 474.89
Pass Streams
r.....n r__s
Name
NI14
Feed
100
Adjusted Feed
Loo
Concentrate
Permeate
Stage I
2.04
Stage 2
3.62
Stage I
0.10
Singe 2
11.19
Total
0.13
ti
73.00
73.00
155.06
283.18
2.08
5.13
2.95
No
2346.89
2346.91
1987.63
9114.72
64.67
158.15
91.29
Mg
250.00
250.00
535.29
985.56
3.44
8.39
4.85
Cu
210.00
210.00
449.71
828,09
2.83
6.93
4.00
Sr
I6.0U
16.00
34.26
63.09
0.22
0.53
0.30
Bn
0.03
0.03
0.06
0.12
0,00
0.00
0.00
CO3
1.60
1.60
7.46
22.89
0.00
6.00
0.00
IIC03
183.02
183.02
380.16
675.20
5.66
1342
7.87
NO3
0.50
0.50
0.78
1.10
0,26
0.42
0.30
C1
F
4300.00
0.50
4300.00
0.50
9148.35
1.06
16736.47
1.93
109.83
0.02
268.78
0.04
155.10
0.02
SO4
530.00
530.00
1137.35
2098.65
5.10
12.44
7.19
Boron
0.00
0.00
0.00
0.00
0.00
O.oO
(1.00
5102
14.00
14.00
29.97
55.18
0.19
0.48
0.28
CO2
TDS
4,77
7926.54
4.77
792!.56
7.02
16869.20
12.38
30869.79
5.32
194.40
8.48
474.89
6.22
274 29
1t
7.50
7.50
7.56
7.47
6.181
6.321
6.24
note Flux reporled by ROSA is calculated based on ACTIVE membrane area. DISCLAIMER: NO WARRANTY, EXPRESSED OR IMPLIED,AND
WARRANTY Or MERCHANTABILITY OR FITNESS, IS GIVEN. Neither FilmTec Corporation nor Tim Dow Chemical Company assume liability
MIN obtained or damages Incurred from the application of this information. FilmTec Corporation and The Dow Chemical Company assume no
lity, if, as a result of customer's use of the ROSA membrane design soRware, file customer should be sued for alleged infringement orany patent not
ad or controlled by the FilmTec Corporation nor The Dow Chemical Company.
streamOl.htt it
8/22/2006
'C
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rt
L-.
Ml
- Page 2 of 3
ROSA Detailed Report
Reverse Osmosis System Analysis for FILMTECT ^t Membranes
Project: Gulfstream
Troy Lyn, Globaltech, Inc.
Design Warnings
-None-
Solubility Warnings
ROSA v6.0 ConfigDB 35240039
Case: 1
4/11/2006
Langelier Saturation Index> 0
Stiff & Davis Stability Index> 0
BaSO4 ( %Sutumlion)> 100%
SrSO4 (% Saturation) > 100%
Car-(% Saturation) > 100%
Anliscolanls may be required. Consult your antiscalant manufacturer for dosing and maximum allowable system recovery.
Stage Details
Permeate Flux repotted by ROSA is calculated based on ACTIVE membrane area. DISCLAIMER: NO WARRANTY, EXPRESSED OR IMPLIED,AND
No for mulls obtaai dOnr damaged incurred from di nFFli ndnn f this GIVEN, nimantiolne PillmTcc Corporation and Tlo Dow Cbcmieal Company assumeeno liability
liability, ir, as n result of customces use of the ROSA membrane design soawam, the ctnnomer should be sued for alleged infringement of any patent not
owned or conlmlled by the FilmTec Corporation not The Dow Chemical Company.
fi1e : / /S:\Projects \Gulfstream \1339 \Does \Gulfstream0 Lhtml 8/22/2006
Penn Flow
Pcrm TDS
reed Flow
Feed TDS
Feed Press
(prig)
Stage 1 Element
Recovery
(gpm)
(mg/0
(gpm)
(mg/1)
1
0.12
6.87
93.87
57.91
7926.56
260.03
2
0.12
6.00
119.30
51.03
8981.34
253.81
0.11
5.14
153.64
45.03
10161.47
2248.59
3
4.32
200.39
39.89
11450.86
241.21
4
0.11
3.56
264.21
35.57
12816.73
240.50
5
0.10
2.88
350.98
32.01
14211.27
237.33
6
0.09
2.29
467.80
29.14
15579.41
234.57
7
0.08
Perm Flow
Perm TDS
Feed Flow
Feed TDS
Feed Press
Stage 2 Element
Recovery
(Epm)
(mg/l)
Wall)
(mg/0
(psig)
1
0.12
6.56
206.69
53.69
16869.20
377.13
2
0.11
5.32
280.08
47.13
19188.13
371.51
0.10
4.18
385.96
41.81
21593.06
366.80
3
0,08
3.19
538.30
37.63
23947.28
362.78
4
0.07
2.43
74260
34.44
26116.06
359.28
5
0.05
1.75
1063.07
32.00
28044.60
356.15
6
1.30
1462.13
30.25
29606.69
353.29
7
0.04
Permeate Flux repotted by ROSA is calculated based on ACTIVE membrane area. DISCLAIMER: NO WARRANTY, EXPRESSED OR IMPLIED,AND
No for mulls obtaai dOnr damaged incurred from di nFFli ndnn f this GIVEN, nimantiolne PillmTcc Corporation and Tlo Dow Cbcmieal Company assumeeno liability
liability, ir, as n result of customces use of the ROSA membrane design soawam, the ctnnomer should be sued for alleged infringement of any patent not
owned or conlmlled by the FilmTec Corporation not The Dow Chemical Company.
fi1e : / /S:\Projects \Gulfstream \1339 \Does \Gulfstream0 Lhtml 8/22/2006
ROSA Detailed Report
Scaling Calculations
pH
Langelicr Saturation Index
Stiff & Davis Stability Index
Ionic Strength (Main])
TDS (mg/1)
IIC03
CO2
C 03
CaSO4 I% Saturation)
BaSO4 (?5 Saturation)
SrSO4 ( °6 Saturation)
Car2 (% Saturation)
Si02 (% Saturation)
Mg(Ol4)2 (% Saturation)
Rmv Water
7.50
0.41
0.01
0.16
7926.54
183.02
4.77
1.60
6.93
80.43
21.85
6.98
11.24
0.01
To balance: 0,02 mg/I Nu added to feed.
Adjusted Feud
7.50
0.41
0.01
0.16
7926.56
183.02
4.77
1.60
6.93
80.43
21.85
6.98
11.24
0.01
l.html
Concentrate
7.47
1.51
0.57
0.63
30869.79
675.20
12.37
Z -1.89
34.49
343.25
101.86
408.34
44.29
0.03
Page 3 of 3
8/22/2006
:anautias MeH OSTERSP1UMPlAND PER 2004 4 /Z/cUu�
MEATE THROTTLING(ALL STAGES)
grogram licensed to:
;ulation created by: Troy Lyn permeate flow: 608.00 gpm
jest name: Well Water Raw water flow: 810.7 gpm
lump flow: 810.7 gpm Pressure: 100.0 psi
,mmended pump press.- 371.1 Psi Booster pump
346.8 psi Permeate throttling(A11 st.) 75.0 psi
i Pressure: 75.0
Temperature: 24.8 C(77F) Permeate recovery: 3.0 years
water Temp 7 00 Element age:
g water pH: 7.0
n dose, ppm (1000 : 16.3 H2SO4 Flux decline � Per Ys 10.0
iified feed CO2: 21.3 Salt passage increase, Well Water
rags flux rate:
14.9 gfd Feed type:
3e Perm. Flow /vessel Flux Beta CopS Pressures eeNO.
Typt El Array
Flow Feed Conc fd psi psi
gpm gpm �A1 g CPA3 98 14x7
476.8 57.9 23.8 17.5 1.11 315.2 15.0 cYA3 49 7x7
'131.2 47.7 29.0 9.6 1.04 383.4 15.0
- - + - - -- -Raw water - -- + -- -Feed water - -- - +-- -- Permeate - - - -- +---Concentrate -- -+
n I mg /1 CaCO3 I mg /1 CaCO3 I mg /l CaCO3 I mg /1 CaCO3 I
--- --- --- +---- --- -- -- 523.7 -- -- -- --
-- ------- +-- --- ------- - - ---+
---------------------------
-+-------- 3.6 I 835.7 2084.1 1
210.0 523.7 1 210.0 523.7 I 1.70 7.0 I 994.9 4094.2 I
250.0 1028.8 I '250.0 1028.8 I
2347.0 73.0
5102.2 93.6 1 2373.0 5102.2 93.6 I 72.94 164.7 3.8 1 9160.7
283.2 19363.1 I
2.B I 1.0 2.8 I 0.04 0.1 I 3.9 10.8 I
4 I 1.0 0.030 0.0 I 0.000 0.0 I 0.119 0.1 I
0.030 0.0 i
1 17.000 19.4 I 17.000 19.4 1 0.116 0.1 I 6.653 7.2
1 1
1 1.1 1.8 I 0.2 0.4 I 0.00 6.0 I 1.0 1.6 1
031 183.0 150.0 I 164.4 134.8 I 8.02 6.6 I 633.5 519.3 I
4 I 530.0 552.1 I 546.0 568.8 I 3.77 3.9 1 6946.8 2263.3 I
1 4300.0 6064.9 1 4300.0 6064.9 1 117.71 0.03 166.1 116841.99 23765.0 I
0.5 1.3 1 0.5 1.3 I
3 I 0.5 0.4 I 0.5 0.4 I 0.10 0.1 1 1.7 1.4 I
0.00 I 0.00 I
0.00 i 0.00 1 55.1 1
I
021 14.0 I 19.0 I 0.31 +____ - ----
+
--------------------------
-+-------------- 7923.7 211.9
--- - - - - -- 31059.0
S 1 7927.1 5.8 7.6 I
7.5 7.0 ------- -------
Raw water Feed water Concentrate
7% 38%
:04 / Rep * 100: 3% 34% 191%
t04 / KsP * 100: 75% 78% 417
104 / Ksp * 100: 10% 101- 39%
12 saturation: 0.41 -0.14 1.63
,gelier Saturation Index 0.04 -0.51 0.71
.ff 6 Davis Saturation Index 0.16 0.16 0.62 uic strength 83.2 psi 83.1 psi 325.3 psi
,.tic pressure
:se calculations are based on nominal element performance when operated
feed water of acceptable quality. NO guarantee of system performance
expressed or implied unless provided in writing by Hydraneutics.
Iranautics (USA) Ph:(760)901 -2500 Fax :(760)901 -2578 info @hydranaut ' l6 /34)
Iranautics (Europe) Ph: 31 5465 883555 Fax: x468 83�C8 2004 4/2/2003
iranautics Membrane Solutions PERMETE THROTTLING(ALL STAGES)
ROOSTER POMP AND
t.r..a -W.. .......ouacu Lo:
;aulation created by: Troy Lyn
!ject name: Well Water
:Pump flow: 810.7 gpm
commended pump press.: 371.1 psi
d pressure: 346.8 psi
.water Temperature: 24.8 C(77F)
d water pH: 7.00
m dose, ppm Mai) : 16.3 H2SO4
dified feed CO2: 21.3
rage flux rate: 14.9 gfd
Permeate flow:
608,00
Raw water flow:
810.7
qpm
Booster pump pressure:
100.0
gpm
Permeate (All at.)
teco
15.0
psi
Permeate recovery:
err:
75.0
psi
�
Element age:
3.0
Flux decline * per year:
7,0
years
Salt passage increase, % /yr:
10.0
Feed type: Well
Water
ge Perm' Flow /Vessel Flux Beta Conc.6Throt, Element
Flow Feed Conc Elam. Array
Pressures Type No.
4Pm gpm gpm 9£d Psi psi
476.8 57.9 23.8 17.5 1.11 315.2 15.0
131.2 47.7 29.0 9.6 1.04 383.4 15.0 CPA3 98 14x7
CPA3 49 7x7
Elam Feed Pres Perm Perm Beta Perm Conc Concentrate saturation level
no. press drop flow Flux sal osm CaSO4 SrSO4 BaSO4 5102 Lang.
Psi psi gpm gfd
TDS prey
1 346,8 7.3 6.7 24,1 1.12 64.7 93.9 8 40 90 11 0.0
2 339.5 6.1 6.1 22.1 1.10 72.0 106.5 9 47 105 13 0.2
3 333.5 5.1 5.5 20.0 1.10
4 328'4 9.2 80.5 121.3 11 55 123 15 10.3
4.9 17.7 1.10 90.9 138.3 13 65 145 17 0.5
5 324.2 3.5 4.2 15.3 1.10 103.1 157.4 15 76 170 19 0.6
6 320.7 2.9. 3.6 12.8 1.10 117.7 178.0 17 89 197 22 0.8
7 317.8 2.5 2.9 10.4 1.11 134.9 199.0 20 102 226 24 0.9
1 412.3 5.7 4.6 16.5 1.09 140.8 222.2 23
2 406.7 5.0 3.8 116 255 27 1.1
3 13.6 1.09 148.8 240.5 26 130 286 29 1.2
401.7 4.4 3.2 11.4 1.08 158.4 263.9 28 144 316 32 1.3
4 397.3 3.9 2.5 8.9 1.06 170.1 279.6 31 157 344 34 1.3
5 393.4 3.6 2.0 7.2 1.06 182.9 296.8 33 169 371 36 1.4
6 389.8 3.3 1.6 5.6 1.05 197.0 311.4 36 180 394 38 1.5
7 386.5 3.1 1.2 4.2 1.04 212.3 323.4 37 189 414 39 1.5
e calculations are based on nominal element performance when operated
feed water of acceptable quality. No guarantee of system performance
expressed or implied unless provided in writing by Hydranautics.
anautics (USA) Ph:(760)901 -2500 Fax :(760)901 -2578 info @hydranautics.com
anautics (Europe) Ph: 31 5465 88355 Fax: 31 5465 73288
(16/39)
TABLE
MAXIMUM CONTAMINANT LEVELS FOR INORGANIC COMPOUNDS
Abbreviations Used; MCL = maximum contaminant level;
MFL = million fibers per liter (longer than 10 micrometers);
mg/L = milligrams per liter.
TABLE2
MAXIMUM RESIDUAL DISINFECTANT LEVELS
Abbreviations Used: mg/L = milligrams per liter;
MRDL = maximum residual disinfectant level.
STACE 1 MAXIMUM CONTAMINANT LEVELS FOR DISINFECTION BYPRODUCTS
Abbreviations Used: MCL = maximum contaminant level;
mg/L = milligrams per liter.
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TABLE4
141AXIMUM CONTAMINANT LEVELS FOR VOLATILE ORGANIC CONTAMINANTS
FEDERAL CONTAI4IINANT
CONTAMINANT & (CAS NUMBER)
M (mg/L)
ID NUMBER
1,l- Dichloroeth lene(75 -35-4
0.007
2977
2981
1,1,1- Trichloroethnne(71 -55 -6)
02
2985
1,l ?- Tricholoraethane(79 -00 -5)
0.005
2980
1,2- Dichloroeth¢ne 107 -06 -2)
0.003
7983
1 2- Dichloro ro anc(78 -87 -5)
0.005
2378
l2,4- 1richo1oroben4e11e (120 -82 -1)
0.07
2990
Benzene 7143 -2
0.001
7982
Carbon tetrachloride (56 -23 -5)
0.003
2380
cis- l;2- Dichloroeth lene (156 -59 -2)
0.07
7984
Dichloromethane (75 -09 -2)
0.005
2992
Eth lbenzene(100-41-4)
0.7
2989
Manochlorobenzene(108 -90 -7)
0.1
2968
o- Diehl --- U- zene(95 -50 -1)
0.6
2969
am- D'tchlorobenzene(IU6 -4(3-7)
0.075
2996
Styrene (10042 -5)
0.1
2987
Tetmchloroe0t lene 127 -18.4
0.003
2991
Toluene (109-88-3)
1
2979
trans- 1,2- Dichloroeth lone (156 -60 -5)
0.1
2984
Trichloroeth lene (79.01 -6)
0,003
2976
Vin I chloride (75 -01-4)
0.001
2955
X lenes (total) (1330 -20 -7)
10
Abbreviations used: CAS Number= Chemical Abstract System Number;
MCL = maximum contaminant level;
mg/L = milligrams per liter.
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MAXIMUM CONTAMINANT LEVELS rOTABLES
R SYNTHETIC ORGANIC CONTAMINANTS
Abbreviations used: CAS Number= Chemical Abstract System Number;
MCL = maximum contaminant level;
mg/L = milligrams per liter.
NOTE: The Detection Limits listed in this table become effective January 22, 2004.
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TABLE6
SECONDARY DRINKING WATER STANDARDS
FEDERAL
iNTAMINANT ID
NUMBER
1002
1017
CONTAMINANT
Aluminum
Chloride
SMCL (mg/L)*
0�
250
1022
CopRer
1
1025
Fluoride
2.0
1028
Iron
0.3
1032
Man anese
0.05
1050
Silver
0.1
1055
Sulfate
250
1095
Zinc
5
1905
Color
15 color units
Odor**
3 (threshold odor number)
1920
1925
H 6.5-
8.5
1930
Total Dissolved Solids
500
2905
Foamin • Agents
0.5
Motions Used: SMCL = maximum contaminant level;
mg/L = milligrams per liter.
Except color, odor, and pH.
For purpose of compliance with ground water quality secondary standards, as referenced in
Chapter 62 -520, F.A.C., levels of edtylbenzene exceeding 30 micrograms per liter, toluene
exceeding 40 micrograms per liter, or xylenes exceeding 20 micrograms per liter shall be
considered equivalent to exceeding the drinking water secondary standard for odor.
a
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TABLE 7: MONITORING FREQUENCIES AND LOCATIONS
332
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AIS'LICAOILT'
MONn ORFA
AIONfIOpITHAT
THAT
INCREASEDAIONIIONNG
REINUCEINARINMORING
IO4I'OR
LT
R�FDI�ICL'SiiIAT
AOCATIO HO
MONTILRI
AIONf1OMN
A1aN1Tp0.ING
LOGTION)S)
SYSTEMS
GWSYSTEALS SUBFARTN
GW gY9TG13
SUUPARI'li
CW'SNtINCWg9
SMURE
SYS�ALS
�
.Mc
ADDINGA
DaTNFERANTt
TREAThDW
. WIGI
ANNVAL AVO
19MU'IP FER
TREAThIENT
19MULE
NORr�
SMWNG2IR W
PLANT
7TIa1[ILlA1L
PLANT
PER
TREAThIEM
711)2)
PEILSONS
QUARTERL
f01:OFAICL
ANNUALLY
PLANT
SIMPARTIISVg.
OURING
QUARTERL
ANNUAL'
MONTH Or
AVa1
SGURMWATER
WAERTEAIP
TOCI40MOLA:
ANNUALAVG
TTNMG IIAM 1
f OFAICL
CWSNTTNCWS'
ADDINOA
ISMUU
FER
ISMULE PY0.
TREAThIENT
OW"'.
WTTHAVOOP
IWIPLL
PER
OWSVS. WMI
ISMIFLE Fill
ISMIM2
LASiNFMANTA
TREATMENT
PLANT
ANNUAL
7ACAThIFM
ANNUALAVG
TREATAUENr
PER
SERVINOSW IU
PLANT
OINARTL'RLY
9MULC9>
Tila1l IIAM1
PLANTCVCAV
TUEAThUNI
5.999 PERSONS
ANNUALLY
M[L
QUA
GGARTCRLY
W-OFMCLFOR2
]YEARS
PLANT
CONSECUOVE
OUMNG
ANNUALLY
MONTO OP
YEARSOR125%
AIONOIM
INURING
WARM
WATERTM
OF MCL FORI
WARMEST
MONTH OF
W'ATC0.
YRARSUDnWN
WATERTEMP
W'AR&@
SYS.WTrH
WATCH
ALA
ANNUAL AVG
TGIC
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ANNUALAVO
T
OGHAM1
701
CWSNtINCWS-
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AVG
@NI'
vs
GWSYS. WITH
ANNULLPLRRINGNI NT
ANNMLLVSTWAT AIOARH
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ANNUAL
A
PLANTQCPERTR[ATh
PLANTQUARTI:RLY
ANNUAL AVG
SEXVINRANTC
SERVING <fW
SAAULES>
TOM&'HAMI
PLTLSDNS
MCL
D%DFMCLFORI
CONMCUn SECUNV E
YEARS
UP him FOR I
YCUt
332
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CIRARRC•SIAGE
CW'5VNINCR'Sf ISWPLE
DAILY
SMIPLE>
AODTIIONMI•SAnIrLESLT
—
_
NOTE.
IRICL
ADDING
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TNEFOLLOWINGDAY
RULE561.550314G)
CIRORINE
&0.55ogl
DIOXIDE
NO INDIVIDUa
I•SMITLESLTQUARIERLY
]- SA \0'LE SLTAIONnIL1'
—
ENTTY- PMNTOR
01S1. SYS. SMITU
> NICLFOR I YEAR
TO
ENT.
GROSIATB- STAGE]
ClVSS'MNCW'sa
I SA.\IPLE PERTHE\TMENT
—
—
SOURALAVG
SOURCEEl
WNrQUARTEIlEAT1EM
PLANT QGARTERLY
SYS,
DLSTER
MCL
ADDINGOZONE
PLAhTNIONDi1.Y
0,03
pR ROS
ILBASE
MOIr MmLTON
NORMAL
&62.362d50.SN11)
& 62d5R RI
NIONIIaY
OrFRATING
OMMTI
AIEASUREWNTS
CONDITIONS
VOLATILE
CW55 NINCN'Sf
J[ONSECVIIVRQUART[RLY
DETECTION
15ANU'LEQUARIEIIi.Y
GWSYS. WMi NO
DOfECTIONOF
ISMP'LE
EYERYI
—
NOTET
ORGANICS
SAn,PLCSEVERYJYEARSUR
OFA.YYVOC
AhYVOCOUNING
YEARS
RULE562.51030W)
IF AUDIGRNLD. I SANITLE
AT >
3YEARS GP
t
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oms&IGL
ANNUAL
61.550515
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CW'SST.TNCW'Sa
JCOMCCUDVEQUARTERLY
D!=CTION
ISAWLEQUARTERLY
NODETBCIONO
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NOTE]
ORGANICS
SERVING>J.100
SAAIPLrS EVT:ftYl1T:AR5
OF Ah'I'SOC
IMDAL
YEARS
RULF56255030W5)
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CGMI'MANCC
t
VER10D
5.550516
1 SAMrLE EVERY l PEARS
CWSsNTNCW'Sa
SERVING <3, W
PERSONS
Sam
\IICRORIGLOGIGL
CH'SS NR:CIV'S5
NULTIPLESMII'LCS
TOTAL.
NOTIi9
�'
_
REFLECTING
COMMIINANrS
TWSf SLRVING>
MOhT1aY:51T NOTCe
COLIFOMI-
WATER
RULE61450516
I,000PEMONS
POSITIVE
SMIPLE
THROUGHOUT
DIST SYS.
WS-
I.MPER50NN5
QUARTERLY MONTHLY
LYEILV
iE[OWARY
[lV'Sa
ISAAII'LC CS'CRl'3YEARS
OO
POIMURING
CONTANONANTS
SYS.DURING
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OI'CRATING
It 62d50.320
COMMONS
INMANCIRNC
S I
CHOr
ISMG'LE I'VFAY 9YCAR5
TCQSTDfIRM_
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QINSAN154
IVI[N YRLVIJUUSSMNLC
INITIAL
h1GNITORINO
SYS. DURING
RADINI•nt,&
SANIPILS
ROVNNE IUNRORING IS
OR
IF
R[SULT IS>
NCL
SAAIPLf. OR LAST
OPERATE
NOWANG
URDIUSI-
RULE62.550.519(Q
SMIPIL•LYERYIYU RS
NIONrMMN
ONCE EVERY
OR
IF 5A.All'LINGCV[RY9
REDUCE
hIONTIDRING
CONDITIONS
NOTE to
6 YEARS,A
YEA RS A SANIT -IS
SMIPLE
SAMPLE
<14 0 Vi >IRNIC4
< DETECTION
RESULT >IC
SANIPLL'HVCRI'6Y[APS:
LIMB
NCL
ORIFSMIPLEIS>
OR
DETECTIONLINIROUT<U2
IF
bill.
NIOMTOMN
OR
ONCE EVERY
IFSANIPLINGEVERY6
95'EARS,A
YEARS AND THE SARWLEU
SANIPIE
>IO MCL DIIT<NICL
RESULT
SMIILECVCRY3YFTRS
DETECTION
LINII
DETECI1021I1nUT
IsAA1PLGEV[AY6YFlpC
AVERAGE OR
INITIAL
NIONTTURING
SEDUCES OR4NST
REDUCED
snNrLCS; Ir_nla
MVS,
I SAAIPLL' QUARTERLY FOR
SMIIT.E>
I SANPIJSNIONTIILYFOR
ANNUALAVERAGE
GROSS DETA
15MIPLSSIDUA]UMUN
FPR G0.0650LTA,TRITIUNG
EVERY NTTOVIY
POIHTTO GIST
OLTA PARTICLE&
PIIQIGN
DESIGNATED AS
GROSS BETA &I SMIPLE
NICL
GROSSOEFA.a IVKL'
TIONVhI•O
OF
hAS
&STRONTIUNI.90
SYS. MING
RADIOACDVM
VULNERADLE
ANNUALLYFORTIUMIA &
molaIU1.0
POTSIUNIJO 1
MIL
OPERATING
RULEC.0519D)
5o ca
CONDMONS
QUARTCRl.Y F00.GR055 ❑LTA
QUARTERLY
NIONMILI-FORGROSSDGTA
ANNDALAYM
EVERY J YEARS FOR GROSS
CWSa
DESIGNNGDM
ANN'IJALLY
15DINU-ILTIKmUNI&
nu 0.550LTA
L�S'SIHOMIM �3I0I,TRTTIlP.SL
TTIRT0.TI-U11i 6
GROSS
POTASSIMIJO 115
WATERS
STNONIVNI.90, SEENOE. II
OR
IODINT-131>
rcm
CONTAMINATED
MCI.
DY VFLUENIS
FRONINUCLEAR
ANNUAL
FACILDICS
RESULTFON
THMUNI OR
MMCMI•
L
333
N
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X
'FI
Abbreviations used: CWSs = community water systems;
GW SYSTEMS = ground water systems; SOC = synthetic organic contaminant;
TOC =total organic carbon;
HAA5 = haloacetic acids (five);
MCL = maximum contaminant level; TTHM= total trihulomethanes;
MG/L = milligrams per liter, TWSs = transient non - community water systems;
NTNCWSs= non- transicnt non-community water systems; VOC = volatile organic contaminant.
NOTE 1: Systems susceptible to asbestos contamination due solely to corrosion of asbestos - cement pipe shall sample at a tap
served by asbestos- cement pipe and under conditions where asbestos contamination is most likely to occur. Systems susceptible to
asbestos contamination due solely to source water shall monitor at every entry point to the distribution system during normal
operating conditions. Systems susceptible to asbestos contamination due to both source water and corrosion of asbestos- cement
Pipe shall sample at a tap served by asbestos- cement pipe and under conditions where asbestos contamination is most likely to
occur.
NOTE 2: Systems shall measure the residual disinfectant level at the same locations in the distribution system where, and at the
same time when, total colifortns are sampled.
NOTE 3: Systems shall take routine daily samples at the entrance to the distribution system. Systems shall take additional
three- sample sets in the distribution system at the following locations:
(a) If chlommines are used to maintain a disinfectant residual in the distribution system or if chlorine is used to maintain a
disinfectant residual in the distribution system and there are no disinfection points after the entrance to the distribution system (i.e.,
no booster chlorination), the system shall take three samples as close to the first customer as possible at intervals of at Icasl six
hours.
(b) If chlorine is used to maintain a disinfectant residual in the distribution system and there are one or more disinfectant addition
points after the entrance to the distribution system (i.e., boaster chlorination), the system shall take one sample at each of the
following locations: as close to the first customer as possible, in a location representative of average residence time, and as close to
the end of the distribution system as possible.
NOTE 4: Systems taking one sample shall take the sample at a location reflecting maximum residence time in the distribution
system. Systems taking more than one sample shall take at least 25% of the samples at locations representing maximum residence
time of the water in the distribution system and shall take the remaining samples at locations representing at least average residence
time in the distribution system and representing the entire distribution system, taking into account number of persons served,
different sources of water, and different treatment methods.
NOTE 5: Systems shall take routine daily samples at the entrance to the distribution system. Systems shall take routine monthly or
additional three -set samples in fire distribution system; each thrce -set sample shall consist of one sample at each of the following
locations: a location as close to the first customer as possible, a location representative of average residence time, and a location
reflecting maximum residence time in the distribution system.
NOTE G: For initial base point monitoring, systems shall lake four consecutive quarterly samples during the first three -year
compliance period. If a system does not delect any VOC, it shall take one sample annually beginning with the next three -year
compliance period.
NOTE 7: During the first quarter of initial base point monitoring, GW systems shall take a minimum of one sample that is
representative of each well. Under all other circumstances, systems shall sample at every entry point to the distribution system
during normal operating conditions.
NOTE 8: The minimum number of samples shall be as set forth in subsection 02- 550.518(2), F.A.C.
NOTE 9: Systems shall conduct repent monitoring in accordance with subsection 62- 550.518(7), F.A.C., and systems that routinely
collect fewer than five samples per month shall collect at least five samples during the next month the system provides water to the
public.
NOTE 10: The Department shall waive the Enal two quarters of initial monitoring for a sampling point if the results of the samples
from the previous two quarters are below the regulatory detection limit. Additionally, under the conditions described in paragraph
62- 550.519(1)(c), F.A.C., historical data may be used to satisfy initial monitoring requirements. Systems shall take one sample
quarterly if an MCL is exceeded.
NOTE 11: Quarterly monitoring for gross beta shall be based on the analysis of monthly samples or the analysis of a composite of
three monthly samples. For iodine -131, a composite of five consecutive daily samples shall be analyzed once each quarter. Annual
monitoring for tritium and strontium -90 shall be conducted by means of the analysis of a composite of four consecutive quarterly
samples or analysis of four quarterly samples.
- 334
P
TABLE B: INITIAL OR ROUTINE MONITORING SCHEDULE
REFERENCE SUBSECTION 62- 550.500(3), F.A.C.
Under initial or routine monitoring, public water systems shall take required samples during the time period specified below.
ORDI.SiNFECTANTRESIDUAL
COSWUNHY WATERSVSTENLS
CQS' WATMl5]NON
7MNS0.NT NON OMNIUNI Y
CONTMIINANT
SERVINGAIORETNANS)M
SERVING3T1WORMVIWAT[RYSMWATM0.5YSTEAG
'D
NO
GROUP
PEOPLE
PEOPLE
RESTYEARcreACII
SECOND YEA0.0FGGTIORDYG0.0PGGi
NOTREQUIRED
ASBESTOS
0.ULP561.71D.70g1)k 6T430Si1
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1475 Contrepark Boulevard, Suite 250
West Palm Beach, Florida 33401
501- 478 -7901
Y V I I VY V
MATHEV
Civil .nd
October 15, 2002
Mr. William Thrasher
TOWN OF GULF STREAM
100 Sea Road
Gulf Stream, Florida 33483 -7427
A. LA Wastewater Feasibility Study
Draft Reon
Dear Mr. Thrasher:
Mathews Consulting, Inc. is pleased to submit herewith three (3) draft copies of the referenced
report for your review and comment.
A summary of report findings is as follows:
1. For a gravity sewer system, the most cost effective option is Alternative 1, with
most flow transmitted to Delray Beach and Sub -Area D -3 flow transmitted to
Boynton Beach. The capital cost estimate for this option is $9.405675.
2. For a low pressure sewer system, the most cost effective option is Alternative 2
with the flow being transmitted to Delray Beach and Boynton Beach. The capital
cost estimate for this option is $4.044.296. The capital cost for the low pressure
alternative does not include area D -2 which is presently served by a low pressure
sewer system.
3. Construction along A.1.A will be difficult with a conventional gravity sewer
system. FDOT will have significant control over construction activities within
State right of way. Construction impacts are minimized with a low pressure
sewer system.
4. The operation and maintenance costs vary with the type of system installed. The
Town will assume most costs with a gravity sewer system, while residents will
assume most costs with low pressure sewer system.
We would like to schedule a workshop with you to discuss this report in greater detail. Please let
us know your availability within the next two weeks to hold the workshop.
Mathews Consulting. Gs. • 1475 Centrepark Bmdevant. Suite 250 -Weest Patin Beach, FL.33401 •561- 478.7961 • AU 561 - 7784964
Afa lVilliam Thrasher
October 15, 2002
Page 2 of 2
We appreciate the opportunity to
questions or comments regarding work on this project for the Town. If you have any immediate
the report, please contact me at 561- 478 -7961.
Sincerely,
MATHEWS CONSULTING, INC.
Barron . Caronite, P.E.
Senior Engineer
INEnclosure
S:\ Projects \Gu1[Stream \11441docs\Translcttcr 2.doc
14
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Section 5 Cost Analysis and Project Considerations
0 Capital Cost of Infrastructure Improvements
0 Operation & Maintenance Cost of System Elements
0 Contractual Obligations and Wastewater Fees
Attachment A FDOT Permit Decision Process Tree
Attachment B Detailed Cost Proposals
Attachment C Example Contract for the Disposal of Sanitary Sewage
IMathews Consulting TOC -1
Town of Gulf Stream
Wastewater Feasibility Study
w
Table of Contents
Section l
Background and Scope of Study
Section 2
Evaluation of Service Area & Wastewater Flows
0 Existing Service Area
0 Future Service Area and Design Wastewater Flows
Section 3
Conceptual Wastewater System Design
0 Proposed Gravity System Layouts
0 Proposed Low Pressure System Layouts
0 Connection with the City of Delray Beach
0 Connection with the City of Boynton Beach
0 Design, Construction and Operation Considerations
Section 4
Regulatory Impacts
e State of Florida Department of Environmental Protection Permitting
0 FDOT Utility Permitting
0 Customer Connections and Abandonment of Existing Systems
0 Industrial Pretreatment Program
Section 5 Cost Analysis and Project Considerations
0 Capital Cost of Infrastructure Improvements
0 Operation & Maintenance Cost of System Elements
0 Contractual Obligations and Wastewater Fees
Attachment A FDOT Permit Decision Process Tree
Attachment B Detailed Cost Proposals
Attachment C Example Contract for the Disposal of Sanitary Sewage
IMathews Consulting TOC -1
Section 1
Background and Scope of Study
I
The Town of Gulf Stream is located along the east coast of Florida in southern Palm Beach
County. The Town includes a population of approximately 700 residents. The Town's corporate
limits include approximately 514 Acres in area and consist primarily of single family and multi-
family residential areas with light commercial establishments.
I
The Town provides water service to its customers through a large
user agreement with the City of Delray Beach. Water from the
City of Delray Beach water treatment plant is conveyed to the
Town through a master meter prior to distribution through the
Town's water system to individual customer meters. Wastewater
from a small section of the Gulf Stream Core District is collected
by a low- pressure sewer system. This low pressure system
conveys wastewater through the City of Boynton Beach to the
South Central Regional Wastewater Treatment Plant for
processing. The remaining areas of the Town, including the area
east of AIA, have no central wastewater collection or
transmission system. Wastewater in these areas is processed
through individual on -site wastewater treatment and disposal
systems.
This report investigates both gravity and low pressure sewer systems. Gravity sewer systems are
the most common type of systems. A service pipe is installed to transmit wastewater from each
home to a larger main which is constructed below the street within the right -of -way. The
wastewater is conveyed underground through the main to a centralized pumping station where it
is pumped to the wastewater treatment plant. Where topography and /or the deep excavations
required for gravity sewer system construction are not feasible, low pressure sewer systems are
more appropriate. Low pressure systems operate using a small pumping unit installed at each
home. Each grinder type pumping unit delivers wastewater through a series of small diameter
shallow pipes to a gravity sewer system or centralized pumping station where it is pumped to the
wastewater treatment plant.
The Town originally requested that two wastewater collection and transmission alternatives be
evaluated to serve only those properties located on the east side of Ocean Boulevard (State Road
A -] -A) from Sea Road at the northern Town limit to Pelican Lane at the southern Town limit.
The Town later requested that the study area include all properties located within the Town
limits. The study area primarily consists of single family and multi - family residential
development. The study presented in this report evaluates collecting and conveying wastewater
from the Town to either the City of Delray Beach's wastewater system or to the City of Boynton
Beach's wastewater system. Both wastewater systems for Delray and Boynton Beach ultimately
convey wastewater to the South Central Regional Wastewater Treatment Plant for processing
and treatment.
■ Mathews Consulting 11
Section 1
j
` The first alternative evaluates the collection and transmission of all the wastewater within the
R Town limits to the City of Delray Beach. The second alternative evaluates a combination
transmission system, which splits the wastewater flow from the Town between the City of
Delray Beach and the City of Boynton Beach. Under the second alternative, wastewater is
collected from the properties lying south of the Gulf Stream Golf Course and properties located
in the Place Au Soleil subdivision and transmitted to the City of Delray Beach. Wastewater from
properties lying north of the golf course is collected and transmitted to the City of Boynton
Beach.
The following items were considered in the evaluation of Alternative No. 1 and No. 2 as further
discussed in this report:
1 ♦ Evaluation of service area and wastewater flows
♦ Schematic wastewater system layout and design
♦ Identification of system elements, capacity and connection locations
I♦ Evaluation of conventional gravity sewer system versus low pressure sewer system
♦ Cost considerations for capital expenditures, operation and maintenance costs and
disposal fees
♦ Regulatory impacts of alternative systems
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IMathews Consulting 1-2
6
Section 2
Evaluation of Service Area and Wastewater Flows
Wastewater Service Area
The Town is divided into five sub areas:
4 Sub -Area A: Properties lying south of the Gulf Stream Golf Course and of
Ocean Boulevard (925 -1919 Ocean Boulevard).
♦ Sub B: B: Properties lying north of and including the Gulf Stream Golf Course
and Ea3t'bf Ocean Boulevard (2401 -3851 Ocean Boulevard).
♦ Sub -Area C: Properties lying south of the Gulf Stream Golf Course and of
Ocean Boulevard.
♦ Sub -Area D: Properties lying north of the Gulf Stream Golf Course and of
Ocean Boulevard.
9 ♦ Sub -Area l;: Properties within the IIMKt $oleil Subdivision.
These study areas are shown on Figures 1, 2, and 3. There are three (3) fundamental zoning
designations within the Town of Gulf Stream:
4 ♦ Residential Single Family (RS);
♦ Residential Multi - Family (RM); and
♦ Outdoor Recreation, Public Facilities, and Conservation Districts (OR, P. CONS).
For the purposes of this study, it is assumed that the recreational, conservation and public
facilities zoning districts collectively will not contribute a significant amount of wastewater to
the collection/transmission system at the residential peak hour.
Wastewater flows from commercial, business, and industrial establishments are typically only
generated during the operating hours of the establishment. Consequently, very little flow is
generated from many of these sources between late evening and early morning, as well as, on
weekends and holidays. Conversely, wastewater flow from residential sources is associated with
residential activities, thus peak flows generally occur in the mornings from 7 to 10 am. and in
the evenings between 6 and 10 p.m.
Mathews Consulting 2_1
Section 2
Future Service Area and Design Wastewater Flows
Table 2 -1 summarizes the zoning districts, land area, present and future land use density, and
estimated wastewater generation rates within the study area. Application of the Town's current
zoning density of 2.1 dwelling units per net acre for single family residential zoning districts
(RS) and 5.7 dwelling units per net acre for multi - family residential zoning districts (RM) results
in a increase in the number of single family residential units and a decrease in the number of
multi- family units.
For the purpose of this study, wastewater flow is based upon the maximum possible number of
housing units, which is assumed to be the number of multi - family units existing today plus the
maximum number of single family units permitted under the current zoning code.
Wastewater flowrates were calculated using per capita and per unit values typical for South
Florida wastewater systems. The average daily flow for single and multi - family residential units
was estimated to be 250 gallons per housing unit (based on 2.5 persons per unit and 100 gallons
per capita per day). Maximum daily flows were calculated by multiplying average daily flows
by a 2.0 peak factor. Peak hour flows were calculated by multiplying average daily flows by a
3.0 peak factor.
Mathews Consulting 2-2
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Section 2
Table 2 -1
Service Area and Wastewater Flolvrate Summary
Notes: *Usedforcalculatingjlowproject ions
* *Based on Town of GulfSlrnam's allowable zoning density
IMathews Consulting
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2 -3
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Existing
Allowable
Difference
Average
Maximum
Sub-
Area
Number
Number of
Number or
Daily Flow
Daily Flow
Peak Hour
Area
Zoning
(Acres)
of Units
Units **
Units
( d)
( d)
Flow (Rpm)
a
RS
18.56
19
39*
+20
9,750
19,500
20.31
RM
2.56
40*
20
-20
10,000
20,000
20.83
:.OR
130
—
—
—
—
1, i4l
-140 _ lglq
—
—
13
RS
24.70
28
52*
+24
13,000
26,000
27.08
RM
6.77
110*
39
-71
27,500
55,000
57.29
OR
13.72
—
—
—
_
I ai, ., o-)o -
13 4r3
—
--
C
RS
55.24
44
116*
+72
29,000
i8,000
60.42
RM
0.74
d*
4
0
1.000
2.000
2.08
P
5.42
—
—
_
_
RS
78.79
139
165*
+31
41,250
82,500
85.94
RM
3.50
41*
20
-21
10,250
20.500
21.35
P /OR
38.14
—
_
—
E'
RS
46.11
94
96*
+2
24,000
48,000
50.00
Subtotal
RS
223.40
324
468
+144
117,000
234.000
243.75
RM
13.57
195
83
-112
48,750
97,500
101.55
Total:
165,750
331,500
345.30
Notes: *Usedforcalculatingjlowproject ions
* *Based on Town of GulfSlrnam's allowable zoning density
IMathews Consulting
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2 -3
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Section 2
Table 2 -2 presents the distribution of the projected wastewater flowrates based on the routing
alternative being evaluated: Alternative I reflects transmitting all flows to the City of Delray
Beach; and Alternative 2 reflects transmitting a portion of flows to both the City of Delray Beach
and the City of Boynton Beach. Section 3 of this report presents more detailed information
regarding the flow routing alternatives.
Table 2 -2
Service Area and Peak Hour Flow Summary
Alternative 91 345.30 gpm to Delray Beach Sub -Area A, B, C, D. E
Alternative 02 153.64 gpm to Delray Beach Sub -Area A, C. E
191.66 gpm to Boynton Beach Sub -Area B, D
Mathews Consulting 24
Section 3
Conceptual Wastewater System Design
Proposed Gravity System Layouts
A schematic design of the proposed gravity wastewater collection systems serving each of the
sub areas is presented in Figures 1, 2, and 3. Each of the sub -area systems is described in detail
below.
♦ System A:
System A serves the properties located on the east side of Ocean Boulevard from 925-
1919 Ocean Boulevard. System A consists of a gravity wastewater collection system
that falls to the south from 1919 Ocean Boulevard to 1315 Ocean Boulevard through
an 8 -inch gravity pipe. In addition, gravity flow also falls to the north from 925
Ocean Boulevard to 1315 Ocean Boulevard through an 8 -inch gravity pipe. The
gravity flow is collected at the proposed Litt Station A, which is located in proximity
to 1315 Ocean Boulevard. The wastewater is transmitted by the lift station pumps
through a flinch pressurized force main pipe and discharges into the existing gravity
sewer manhole located south of 925 Ocean Boulevard within the City of Delray
Beach.
It is important to note that the buildings
located on the East side `of Ocean
Boulevard with subsurface parking
facilities or finished floor elevations
significantly lower than the elevation of
Ocean Boulevard may not have sufficient
depth to allow for gravity flow from the
lowest floor of the structure to the sewer
main located along Ocean Boulevard.
These properties should not be constructed
with a gravity connection to the collection
system as the potential for sewage backup
into the structure exists under surcharged conditions. Private pumping stations will
be required to pump the wastewater under pressure to the gravity wastewater
collection system for those low lying properties. It will be the responsibility of the
property owners to have the private pumping station designed and installed to serve
their property.
1 Mathews Consulting 3 -1
Section 3
♦ System B:
System B serves the properties located on the east side of Ocean Boulevard from
2401 -3851 Ocean Boulevard. System B consists of a gravity wastewater system that
falls to the south from 3851 Ocean Boulevard to 3333 Ocean Boulevard through an fl-
inch gravity pipe. In addition, gravity flow falls north from 2409 Ocean Boulevard to
3333 Ocean Boulevard through an 8 -inch gravity pipe. The gravity flow is collected
at the proposed Lift Station B which is located at 3333 Ocean Boulevard.
There are two alternatives for the transmission of wastewater from System B. The
wastewater may be pumped from Lift Station B through a 4 -inch force main pipe to
the gravity sewer located in proximity to the intersection of Ocean Boulevard and
Little Club Road, as shown on Figure 2. This gravity sewer main then flows to City
of Boynton Beach Lift Station No. 120. Alternatively, the wastewater may be
�! pumped from Lift Station B through a 4 -inch force main pipe to Force Main A, as
shown in Figure 1, which will direct all of the flow to the City of Delray Beach Lift
Station No. 19.
I
As stated previously, the buildings located on the East side of Ocean Boulevard with
subsurface parking facilities or finished floor elevations significantly lower than the
elevation of Ocean Boulevard may not have
sufficient depth to allow for gravity flow from
the lowest floor of the structure to the sewer
main located along Ocean Boulevard. These
properties should not be constructed with a
gravity connection to the collection system as
the potential for sewage backup into the
structure exists under surcharged conditions.
Private pumping stations will be required to
pump the wastewater under pressure to the
gravity wastewater collection system for those
low lying properties. It will be the
responsibility of the property owners to have
the private pumping station designed and
installed to serve their property.
0 System C:
System C serves the properties located south of Gulf Stream Golf Course and on the
west side of Ocean Boulevard. System C is divided into three sub - systems: C -1, C -2,
and C -3.
System C -1 which serves the Driftwood Landing neighborhood consists of a gravity
wastewater collection system with an 8 -inch pipe that terminates at Lift Station C -1.
Lift Station C -1 is located at the intersection of Andrews Avenue and Pelican Lane.
Mathem Consulting 32
Crrlinn 2
System C -1 discharges to the City of Delray Beach existing gravity manhole located
on Andrews Avenue.
System C -2, which serves Hidden Harbour Estates, the southern 6 lots of McLouth
Subdivision, and the remainder of the properties within Palm Beach Shores Acres,
consists of a gravity wastewater collection system with an 8 -inch pipe that terminates
at Lift Station C -2. Lift Station C -2 is located in proximity of the southeast corner of
the Hidden Harbour Estates subdivision. The Force Main C -2 is manifolded to Force
Main A: System C -2 will require easements between lots to facilitate the most
efficient routing of the gravity system.
m System C -3, which serves the northern 6 lots of McLouth Subdivision, consists of a
gravity wastewater collection system with an 8 -inch pipe that terminates at Lift
e` Station C -3. Lift Station C -3 is located approximately 300 feet West of Ocean
Boulevard. The Force Main C -3 is manifolded to Force Main A.
♦ System D:
1 System D serves the properties located north of the Gulf Stream Golf Course and on
the west side of Ocean Boulevard. System D is divided into three sub - systems: D -1,
D -2, and D -3.
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System D -1 serves the Gulf Stream Core District and consists of a gravity wastewater
collection system with an 8 -inch pipe that terminates at Lift Station D -1. Lift Station
D -1 is located at the intersection of Polo Drive and Lakeview Drive. Force Main D -1
is manifolded to Force Main B, where the flow from Force Main D -1 may be directed
to either the City of Delray Beach or the City of Boynton Beach.
System D -2; which serves the properties located at County Road, Sea Road, and
Bermuga Lane, consists of a gravity wastewater collection system with an 8 -inch pipe
that terminates at Lift Station D -2. Lift Station D -2 is located on the Town Hall
property. Force Main D -2 discharges to a gravity manhole located at the intersection
of Sea Road and Ocean Boulevard. The wastewater from system D -2 is repumped by
Lift Station B, which may direct flow to either the City of Delray Beach or the City of
Boynton Beach.
System D -3, which serves the properties lying immediately south of Little Club Road,
consists of extending gravity main lines on Little Club Road and making a gravity
sewer main connection to the manhole in St. Andrews immediately east of Boynton
Beach Lift Station No. 102.
Mathews Consulting 33
Section 3
♦ System E:
System E serves the Place Au Soleil Subdivision located on the west side of the
Intracoastal Waterway east of Federal Highway.
System E consists of a gravity wastewater collection system with an 8 -inch pipe that
terminates at Lift Station E. Lift Station E is located at the intersection of Avenue Au
Soleil and Tangerine Way. System E discharges to the City of Delray Beach existing
gravity manhole located approximately 400 feet south of the subdivision entrance on
the east side of Federal Highway. The existing City of Delray Beach gravity sewer
main flows south on Federal Highway, then east to Dixie Highway to the City's Lift
Station No. 10A. System E will require an easement between lots 85 and 86 in the
Place Au Soleil Subdivision to facilitate the most efficient routing of the gravity
system to the residential property located north of the subdivision.
Proposed Gravity System Lift Stations and Forcemains
Iii ttrd ,10 illustrates how the pressurized pipes' (forcemams) of the - gravity- system erg
m erconndldedt Under Alternative 1, most of the flow is directed to the City of Delray Beach
,viiIi the exception of Area D -3. The proximity of Area D -3 to the City of Boynton Beach Lift
Station 102 dictates that the most economical solution is to direct the flow to Boynton Beach. In
addition, flow from Lift Station E is always directed to the City of Delray Beach. Under
Alternative 2, the flow is divided between the City of Delray Beach and the City of Boynton
Beach. Under either alternative, Lift Stations A and B serve as the primary stations that receive
flow from secondary Lift Stations C -2, C -3, D -1 and D -2. If the gravity sanitary sewer system
improvements are constructed in phases, then the schematic design requires that Lift Station A
and Lift Station B be constructed prior to Lift Stations C -2, C -3, D -1 or D -2.
1 Mathews Consulting 3-4
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LIFT STATION MANIFOLD SCHEMATIC
WITH MAJORITY OF FLOW TO DELRAY BEACH
ALTERNATIVE 1
16 GPM 85 GFM 45 GPM\
EL. 5.0 EL. 9.0 EL. 20.0
L^r- -�-�B I f W-1
LJ I C -3
81 GPM 13 GPM
EL. 5.0
BOYNTON
BEACH 0 -3
DELRAY
BEACH
GRAVITY
EL. 25.0
C -2
38 GPM
E DELRAY
50 GPM BEACH
LIFT STATION MANIFOLD SCHEMATIC SPLIT SYSTEM
ALTERNATIVE 2
BOYNTON BEACH DELRAY BEACH
85 GPM 45 GPM
16 GPM EL. 9.o EL. 20.0
r-2 850' B
A
GRAVITY
GRAVITY 3100' 1600' EL.25.0
700' 400' 650'
81 GPM
EL. 5.0
BOYNTON
BEACH o -3
MAT H E W S
CONSULTING INQ
13 GPM 38 GPM
E =DELRAY 50 GPM
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Section 3
Table 3 -1 summarizes the system components and unit sizing for each of the proposed
wastewater system sub - areas.
Table 3-1
Gravity Wastewater System Component Summary
Mathews Consulting
3 -5
Gravity Size and
Force main Size
Lift Station
Lift Station
Area
Length
and Length
Name
Description
A
2,800 feet of 8 -inch
1,600 feet of
L.S. A
Duplex
pipe, 9 manholes
4 -inch
45 gpm @ 100' TDH
5 Hp
5' diameter wetwell
B
4,040 feet of 8 -inch
5,850 feet of
L.S. B
Duplex
pipe, 15 manholes
4 -inch to Delray or
101 gpm @ 1.62' TDH
3,100 feet of 4 -inch
20 Hp
to Boynton
5' diameter wetwell
C -1
1,710 feet of 8 -inch
150 feet of
L.S. C -1
Duplex
pipe, 9 manholes
4 -inch
12 gpm @ 15' TDH
I Hp
4' diameter wetwell
C -2
2,930 feet of 8 -inch
650 feet of
L.S. C -2
Duplex
pipe, 15 manholes
4 -inch
38 gpm @ 72' TDH
3 Hp
5' diameter wetwell
C -3
1,500 feet of 84nch
400 feet of
L.S. C -3
Duplex
pipe, 7 manholes
4 -inch
13 gpm @ 100' TDH
2 Hp
4' diameter wetwell _
5-1
1,500 feet of 8 -inch
700 feet of
L.S. D -1
Duplex
pipe, 7 manholes
4 -inch
81 gpm @ 172' TDH
20 Hp
5' diameter wetwell
D-2
2,130 feet of 84nch
850 feet of
L.S. D -2
Duplex
pipe, 9 manholes
4 -inch
16 gpm @ 15' TDH
1 Hp
4' diameter wetwell
D -3
1,500 feet of 8 -inch
N/A
N/A
N/A
pipe, 7 manholes
E
6,020 feet of 8 -inch
1650 feet of
L.S. E
Duplex
pipe, 25 manholes
4 -inch
50 gpm @ 15' TDH
i Hp
4' diameter wetwell
Mathews Consulting
3 -5
Proposed Low Pressure System Layouts
Low pressure sewer systems for each of the sub -areas (A -E) would consist of privately owned
and maintained miniature lift stations that discharge wastewater into a common force main pipe.
The common force main would be installed and maintained by the Town. Each miniature lift
station would be located on private property. Construction of a low pressure sewer system
would consist of the installation of a common 4 -inch force main pipe with connection points
established for each customer. The common force main pipe would be routed to a connection
point with the City of Delray Beach or the City of Boynton Beach. A cost evaluation of the low
pressure system for each sub -area is presented in Section 5.
It is important to note that the Palm Beach County
Health Department requires automatic dosing of
individual on -site wastewater treatment and disposal
systems where the total area of the drain field is greater
than 1,000 square feet. Due to the square footage of
several of the homes within the study area, many homes
may have dosing stations in place. A dosing system
would include many of the same components of a low
pressure sewer system. Instead of pumping the
wastewater into a common force main, the dosing
station would pump the wastewater into the on -site
drain field. It may be feasible to convert the existing
dosing stations into private stations for the low pressure
sewer system where these dosing stations are in place.
Connection with the City of Delray Beach
The City of Delray Beach offers three (3) gravity connection points and one (1) pressurized
connection point. A gravity manhole is located approximately 150 feet south of the intersection
of Pelican Lane and Ocean Boulevard. Record drawings provided by the City of Delray Beach
indicate that the manhole has a rim elevation of 25.0 ft. and an invert elevation of 16.09 ft. From
this manhole, an 8 -inch gravity pipe flows south on Ocean Boulevard approximately 750 feet to
Crestwood Drive. An 8 -inch gravity pipe then flows West on Crestwood Drive approximately
700 feet to City of Delray Beach Lift Station No. 19. Lift Station No. 19 is located at the
intersection of Crestwood Drive and Andrews Avenue. The force main from Lift Station No. 19
ties into a gravity system which connects to City of Delray Beach Lift Station No. 18, which then
pumps the wastewater off of the Barrier Island to the South Central Regional Wastewater
Treatment Plant.
A gravity manhole is also located approximately 70 feet south of the intersection of Pelican Lane
and Andrews Avenue. Record drawings provided by the City of Delray Beach indicate that this
manhole has a rim elevation of 8.33 ft. and an invert elevation of 1.99 ft.. Flow from this
manhole is directed south approximately 270 feet to the intersection of George Bush Boulevard
(NE 8°i Street) and Andrews Avenue. From this intersection, the flow is directed approximately
Mathews Consulting 3L
Section 3
250 feet west on George Bush Boulevard (NE 80i Street) to the intersection of George Bush
Boulevard (NE 89' Street) and Andrews Avenue. From this intersection, the flow is directed
approximately 470 feet south to City of Delray Beach Lift Station No. 19. The force main from
Lift Station No. 19 ties into a gravity system which connects to City of Delray Beach Lift Station
No. 18, which then pumps the wastewater off of the Barrier Island to the South Central Regional
Wastewater Treatment Plant.
A gravity manhole is also located approximately
400 feet south of the intersection of SE 360i Avenue
and Federal Highway. Record drawings provided by
the City of Delray Beach indicate that the subject
manhole is located at the terminal end of the gravity
system, but no rim and invert information was
available for the manhole. Flow from this manhole
is directed south approximately 1,800 feet along the
east side of Federal Highway. The gravity main
then turns east to Dixie Highway and terminates at
City of Delray Beach Lift Station No. 10A.
A pressurized connection point is available at the force main from the City of Delray Beach Lift
Station No. 19, which is located at the intersection of Crestwood Drive and Andrews Avenue.
Preliminary evaluations of existing capacity have determined that the City of Delray Beach's
wastewater gravity and pressurized force main systems have ample capacity to convey the peak
projected wastewater flows from the Town of Gulf Stream. However, the City of Delray Beach
may require improvements to the pumps and appurtenances of Lift Station No. 19 and Lift
Station No. 10A to optimize the efficiency of the lift stations under the increased flow
conditions.
Connection with the City of Boynton Beach
The City of Boynton Beach offers one (1) gravity connection point at the intersection of Ocean
Boulevard and Little Club Road. From this intersection, an 8 -inch gravity sewer main extends
West through the St. Andrews development parallel to Little Club Road to the City of Boynton
Beach Lift Station No. 102. The force main from Lift Station No. 102 extends westward across
the Intracoastal Waterway and connects to a force main on Federal Highway. Record drawings
provided by the City of Boynton Beach indicate that the manhole at the intersection of Ocean
Boulevard and Little Club Road has a rim elevation of 15.66 ft. and invert elevation of 10.61 ft.
Preliminary evaluations of existing capacity have determined that the City of Boynton Beach's
wastewater gravity system has ample capacity to convey the projected flowrates from the Town
of Gulf Stream sub -area B. Lift Station No. 102 is currently near maximum capacity and cannot
convey additional wastewater flows. Therefore, the City of Boynton Beach will require
i significant improvements to Lift Station No. 102 to serve the increased flow conditions.
1
1 Mathews Consulting 3 -7
Section 3
Design, Construction and Operation Considerations
Gravity System vs. Low Pressure System
Gravity collection and transmission systems provide a higher capital cost and a lower lifetime
maintenance cost. Low pressure systems provide a lower capital cost and a higher maintenance
cost. Under a low pressure system, the common force main could be installed with excavation
not exceeding 4 feet in depth. The limited excavation depth minimizes the disruption of surface
elements; roads, sidewalks, traffic, landscaping, etc. A low pressure sewer system would present
a significantly reduced cost in the restoration of the surface elements. Conversely, the gravity
systems presented herein represent excavations ranging from 6 feet to 18 feet in depth.
The advantages of a gravity wastewater collection and transmission system are that the collection
system is self cleaning and the number of mechanical/electrical components is limited to a
central lift station. Furthermore, if a gravity wastewater collection and transmission system is
constructed, it would be the Town's obligation to provide power to and maintain all of the
components located within easements and public rights -of -way; pipes, manholes, public lift
stations.
If a low pressure system were utilized, it would be each property owner's obligation to provide
power to and maintain the miniature lift station. The Town's maintenance obligation of the low
pressure system would be limited to the common force main and appurtenances.
Gravity Pipes
Gravity sewer mains are designed for a minimum self - cleansing velocity of at least 2.5 ft. /sec. to
prevent solids from settling in the line. The minimum recommended size of a gravity sewer
train is 8- inches in diameter. The minimum slope for an 8 -inch diameter line is 0.4% which
promotes the minimum self - cleaning velocity. Gravity flow sewer pipe is designed to withstand
external pressure loadings. Typical pipe materials include polyvinyl chloride pipe and ductile
iron pipe. Pipe material selection is dependant upon the location of the pipe in relation to the
ground water table, the depth of bury, soil properties, anticipated pipe loads, etc.
Precast reinforced concrete manholes are utilized with cast iron frame and covers. The cover
should clearly identify the underlying structure as a "sanitary sewer" structure.
Public Lift Stations - Mechanical & Electrical
Public lift stations collect sewage from a variety of sources and transmit the sewage under
pressure to another location in the public sewage system. A lift station consists of a wet -well that
collects the sewage and submersible pumps that pulverizes fresh sewage and pump the slurry
into a pressure pipe (e.g. force main). One advantage of the submersible pump system is that no
sludge is formed in the wet -well of the system, therefore, there is no need to periodically pump
out the wet -well. Repair of grinder pumps can be required often if a high content of grit is
present in the wastewater.
Mathews Consvltin4 3-8
Section 3
Force Mains
Force main sewer pipe is designed to withstand both internal and external pressure loadings.
Typical pipe materials include polyvinyl chloride pipe or ductile iron pipe with a protective
epoxy lining. Pipe material selection is dependant upon the location of the pipe in relation to the
ground water table, the depth of bury, soil properties, anticipated pipe loads, etc.
Private Lift Stations
Similar to public lift stations, a private lift station consists of a wet -well that collects sewage
from an individual source. Private lift stations contain submersible grinder pumps that pulverizes
fresh sewage and pump the slurry into a force main. Typically, several lift stations will
discharge into a common force main. The common force main serves as the transmission
conduit which connects to the public sewage system. The operation and maintenance of private
lift stations is the sole responsibility of the private property owner.
i tRights -of- -way (a\ � -,,. � � � Pr '
Systems A and B are almost exclusively located within the Florida Department of Transportation
(FDOT) public right -of -way of State Road A -1 -A (Ocean Boulevard). As such, a permit will be
required from FDOT prior to implementing construction activities. There is extensive
landscaping improvements within the State right -of -way which will be significantly impacted
with the construction of gravity sewer improvements.
Construction standards and road restoration will have
to comply with State standards, which may be more
stringent than the Town's current standards. Also, this
road is used for hurricane evacuation routing and
requires continuous access during construction.
Systems C, D, and E are almost exclusively located
within private roadway and utility easements. Due to
the narrow width of these private roadway and utility
r ressure �sd a a` "ft° o . e gr""""°'rsewer-system infrastructure improvements.i If a low,
... mi
p -"' m' e�leeonstruction �s mm�t$12@H`due io the use of smaller pipe and shallower
ekdavaiibm' Further, legal council should verify if there is legal sufficiency to permit the
Construction and maintenance of a wastewater collection infrastructure within each of the
individual private roadway and utility easements.
yt� emenfs�
Where connections must be made through private property, an easement must be obtained from
that property owner. This easement usually entails a temporary construction easement where
blanket ingress and egress is permitted during construction to provide working space for the
Mathews Consulting 3 "9
Carhinn 7
contractor's workers and equipment. A permanent easement of established width, usually
between 15 and 20 feet, is provided for future operation and maintenance of the installed pipe.
Typically, no structure or significant landscape feature would be permitted within the limits of
the easement.
Public Lift Station Sites
Each of the proposed public lift stations will require approximately a 15 -foot by 15 -foot area for
the lift station assembly. Lift stations can be placed within public rights -of -way, lift station
easements, or on other publicly owned properties. Lift station sites must be located a safe
distance from roadways, yet be easily accessible for operation and maintenance activities.
Constryction and Operation Considerations
The Florida Department of Environmental Protection (FDEP) requires ten (10) feet horizontal
separation between all wastewater collection pipes and potable water pipes. Sufficient right -of-
way width is critical to achieve the required horizontal separation between existing water mains,
and other existing underground utilities. In addition, FDEP requires minimum vertical separation
between wastewater collection pipes and potable water pipes, which further influences the
overall design of the system.
Common operation issues for gravity sewer systems include infiltration and exfiltration.
Infiltration is the groundwater that enters the wastewater collection system. Exfiltration is the
seepage of wastewater from the collection/transmission system to the surrounding soil.
Infiltration and exfiltration typically results from root intrusion, joint separation, and structural
pipe failure.
Maintenance of the elements of the gravity wastewater collection system typically consists of
monitoring of the system to identify any evidence of infiltration or exfiltration in the system,
periodic television inspection of the manholes and gravity pipes, and flushing of the gravity
system with high pressure water jet spray equipment. In some instances, the chemical
composition of the sewage and the configuration of the collection/transmission system may
result in corrosive and toxic gases that will, in time, damage the wastewater collection system.
Current technologies for rehabilitation of gravity sewer systems include lining of manholes and
gravity pipes'by various chemical and physical methods to repair both structural and capacity
defects.
Mathews Consulting 3 -10
Section 4
Regulatory Impacts
There are several permitting requirements that must be met for implementation of the proposed
infrastructure improvements. These requirements are further detailed below.
State of Florida Department of Environmental Protection Permitting
The State of Florida Department of Environmental Protection (FDEP) will require an
Application to Construct Domestic Wastewater Collection Transmission Systems. Application
should be made on Form 62- 604.300(7)(a) "Application to Construct Domestic Wastewater
Collection/Transmission System ", and the application fee for the permit is $500 per gravity and
lift station application. Application should be made to FDEP's local implementing authority, the
Palm Beach County Health Department.
FDOT Utility Permitting
Since Ocean Boulevard is a State Road (SR A -1 -A), a utility permit will be required for all
improvements made within the State right -of -way. The FDOT will require maintenance of
traffic plans in addition to the construction document for wastewater utility improvements.
There is no application fee associated with the FDOT utility permit. The FDOT permitting
process decision tree is included in Attachment A.
Customer Connections and Abandonment of Existing Systems
All wastewater plumbing connections from the customer's structure to the public wastewater
collection system are the responsibility of the private property owners and must be made by a
licensed plumbing contractor. A building permit for each structure that is connected to the
public system is required to be obtained by each customer. A sewer cleanout is typically
installed on the service pipe at the property line, not only for periodic maintenance of the sewer
service pipe, but also to clearly delineate where the public maintenance responsibility stops and
where the private maintenance obligation begins.
As customers are connected to the public sewer system, existing septic systems will have to be
taken out of service and pfro c y abandoned. Proper abandonment of existing septic tanks
consists of applying for and receivmg an abandonment permit from the Health Department,
evacuating the contents of the septic tank, disconnecting the influent line, knocking the bottom
out of the septic tank and completely filling the septic tank with clean fill material.
Mathews Consulting 4-1
Section 4
Industrial Pretreatment Program
The City of Boynton Beach and the City of Delray Beach implement and enforce Sewer Use and
Industrial Pretreatment Ordinances. The purpose of the ordinances is to regulate the type and
quality of wastewater that is conveyed through the Cities' wastewater systems to the South
Central Regional Wastewater Treatment Plant. The industrial pretreatment ordinances are
required by the plant's Wastewater Facility Permit issued through the FDEP.
Should the Town of Gulf Stream connect to one or both of the City wastewater systems, the
Town may be required to execute an Industrial Pretreatment agreement with the corresponding
City(s). In addition, the Town may be required to develop and enforce their own Sewer Use and
Industrial Pretreatment Ordinance. Since the Town is primarily residential and light commercial
users, there should be minimal impact of this type of program within the Town's service area.
The costs associated with developing a Sewer Use and Industrial Pretreatment Ordinance for the
Town are estimated to be approximately $5,000. Due to the many options available for
delegating program responsibility, pretreatment requirements should be negotiated between the
Town and the respective City(s) to ensure all program elements are addressed. In lieu of
implementing industrial pretreatment requirements, the Town may have the option of delegating
implementation and enforcement authority to the receiving City.
Mathews Consulting Z
Section 5
Cost Analysis and Project Considerations
Capital Cost of Infrastructure Improvements
A summary of capital costs for the proposed infrastructure improvements in provided in Table 5-
1. The costs are presented for both flow routing alternatives and for both gravity sewer system
and low pressure sewer system options; Alternative I directs most of the flow to Delray Beach
and Alternative 2 splits the flow between Delray Beach and Boynton Beach.. A detailed
breakdown for each cost proposal is provided in Attachment B. Each proposal includes a 15%
cost allowance for project engineering, surveying and legal fees.
For a gravity sewer system, the most cost effective option is Alternative 1, with most flow
transmitted to Delray Beach and Sub -Area D -3 flow transmitted to Boynton Beach. The capital
cost estimate for this option is $9,405.675.
For a low pressure sewer system, the most cost effective option is Alternative 2 with the flow
being transmitted to Delray Beach and Boynton Beach. The capital cost estimate for this option
is $4.044.296. The capital cost for the low pressure alternative does not include area D -2 which
is presently served by a low pressure sewer system.
An alternative to constructing all of the improvements at one time would be to pursue a phased
implementation approach. If a phased approach is pursued, `' '' tattons A _and B'Ave as the
primary stations that receive flow from secondary Lift Stations C -2, C -3, D -1 and,D -2. The
schematic design requires that Lift Staff -A -and Lift Station B be "constructed prior 16`Li
Stations C -2, C -3, D -1 or D -2. - -"
Mathews Consulting 5-1
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Section 5
Operation & Maintenance Cost of System Elements
There are operation and maintenance costs associated with implementation of a gravity sewer
system or a low pressure sewer system. These costs include electrical costs (for operation of the
pump stations), preventative maintenance costs for regular maintenance of the system equipment
and components, and repair and replacement costs for regular upkeep of aging facilities.
The annual costs associated with these items depend greatly on the type and size of system
installed. 'If a gravity sewer system is installed, then all costs associated with regular operation
and maintenance of the system will be born by the Town. Annual operation and maintenance
costs for a gravity system in the Town of Gulf Stream could range between $22,000 to $32,000
per year.
If a low pressure sewer system is installed, then a majority of costs is transferred to the private
property owner for regular operation and maintenance of the individual miniature lift stations.
The Town's operation and maintenance obligation would be limited to the 4 -inch force main
located in the right -of -way. Annual costs for the Town's maintenance of the 4 -inch force main
could range between $8,000 to $12,000 per year. Annual costs for the private property.owner's
could range between $100 to $300 per year.
Contractual Obligations and Wastewater Fees
In order for the Town of Gulf Stream to convey wastewater to either the City of Delray Beach or
the City of Boynton Beach for treatment and disposal, the Town will be required to enter into a
contract with the designated receiving City for the treatment and disposal of sanitary sewage.
The contract may include, but is not limited to, the following requirements:
o Disposal service and gallonage capacity.
o Defined service area.
o Wastewater quality requirements.
o Disposal rate (usually established in City's Code of Ordinances).
o Industrial pretreatment user surcharge rate.
o City's right to inspect system and collect samples of wastewater.
e Terms of meter installation, reading and maintenance.
e Requirements that customer maintain adequate pressure to connection point.
A copy of a sample contract is included in Attachment C. Current disposal rates for the City of
Delray Beach are $ 1.55 per 1,000 gallons of metered water up to 12,000 gallons for single
family residential service. There is no additional charge for flows greater than 12,000 gallons in
a single month. In addition, the City collects $ 0.91 per 1000 gallons for the treatment fee of the
South Central Regional Wastewater Treatment Plant plus $12.78 per month per house for a
capacity charge.
Mathews Consulting 53
Section 5
Current disposal rates for the City of Boynton Beach are $1.50 per 1,000 gallons of metered
water up to 7,000 gallons. There is no additional charge for flows greater than 7, 000 gallons in a
single month for single family homes. The City also collects $12.66 per month per house for a
capacity charge.
The Capital Facilities Sewer Charge (connection fee) for the City of Delray Beach is $1,355.00
per single family residence. The Capital Facilities Sewer Charge (connection fee) for the City of
Boynton Beach is $372.60 per three bedroom single family residence and $331.20 per individual
multi - family unit.
The fees presented above represent those indicative of residential units. Separate rate structures
apply for commercial units. The fees are based on the rate structures currently in place for the
City of Delray Beach and the City of Boynton Beach for individual customers. The Town may
have the opportunity to negotiate lower rates as a large user upon execution of an agreement with
the applicable City(s).
Mathews Consulting 5-4
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FDOT Permit Decision Process Tree
Malhews Consulling
Existing District Utility Permit Decision Process
This flowchart reflects the decision mmc°ss
(not routing) for utility permit review and approval.
The exact order or responsibility for who performs
a specific function Is not Implied. These vary
by District due to organizational structure. Contact
the District Utility Engineer for specific
Information If required.
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Detailed Cost Proposals
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Engineer's Opinion of Probable Construction Cost
Town of Gulf Stream
Gravity System # A - Flow to Delray Beach
Item
Descriptlan
quantity
Unit
Unit Cost
Total
1
2
8' Pipe (10 -12' cut)
8" Pipe (12- 14'cul)
475
LF
560.00
S28,500.00
3
13' Pipe (14- 16'cul)
725
725
LF
LF
575.00
554,375.00
4
8" Pipe (16 -18, cut)
875
LF
S100.00
5125.00
572,500,00
5109,375.00
5
4' Manhole (10 -12' cut)
2
EA
55,500.00
511,000.00
5
4' Manhole (12 -14' cut)
3
EA
57,000.00
521,000.00
7
4' Manhole (14.16' cut)
2
EA
510,000.00
520,000.00
8
4' Manhole (16 -18' cut)
2
EA
S15,000.00
530,000.00
9
6" sewer service with C.O. Residential
39
EA
5700.00
527,300.00
10
6' sewer service with C.O. Multifamily
2
EA
51,000.00
$2,000.00
11
Llft Station A (18' deep wet well)
1
LS
5125,000.00
5125,000.00
12
Electrical Service to Lift Station
1
EA
510,000.00
510,000.00
13
4" Force Main Pipe
1600
LF
5113.00
528,1300.00
14
Roadway Restoration
2800
LF
5100.00
5280,000.00
Subtotal:
5819,850.00
Contingency Includes:
25%
5204,962.50
General Conditions, Overhead, Profit
Mobilization /Demobilization
Site Work - Unknown Condition
Engineering, Surveying 8 Legal Fees
15%
5722,977.50
Total Estimate:
51,147,790.00
• Eslimale does not Include cost of easements, property acquisition, easements, etc.
• Estimate does not Include cost of private Ilfl stations
o1.:
Inca Engineer has mt control over the cost of labor, materiels, equipment or services furnished by
Abort, or over the contmctor(s)' methods of determining prices, or over competitive bidding or market
ndlllons, Engineols opinions of pmbablo Construction Cost provided for herein are to be made an the
mists of Engineer's esperianca and qualifications and represent Engineers best judgement as an
spedenced and qualtiled engineer familiar with the construction Industry; but Engineer cannot and does
of paemmee'hel proposals, bids w actual Told Noted or Construction Costs will not vary tram
iNOns al mboble cost prepared by E ineer.
Print Date: 10/10/2002
Engineer's Opinion of Probable Construction Cost
Town of Gulf Stream
Gravity System # B - Flow to Delray Beach
Item
Description
Quantity
Unit
Unit Cast
Total
1
8" Pipe (0.6' cut)
1020
LF
535.00
$35,700.00
2
8" Pipe (6 -8' cut)
1735
LF
$40.00
569,400.00
3
8" Pipe (8 -10' cut)
1955
LF
$50.00
$97,750.00
4
8" Pipe (10 -12' cut)
350
LF
560.00
$21,000.00
5
4' Manhole (0 -6' cut)
4
EA
$2,500.00
510,000.00
6
4' Manhole (6 -8' cut)
5
EA
$3,200.00
$16,000.00
7
4' Manhole (8 -10' cut)
5
EA
54,600.00
$23,000.00
8
4' Manhole (10 -12' cut)
1
EA
$5,500.00
$5,500.00
9
6" sewer service with C.O. Residential
52
EA
$700.00
$36,400.00
10
6" sewer service with C.O. Mulltfamily
5
EA
51,000.00
$5,000.00
11
Lift Station S (12' deep wet well)
1
LS
$115,000.00
$115,000.00
12
Electrical Service to Lift Station
1
EA
510,000.00
$10,000.00
13
4" Force Main Pipe
5850
LF
$18.00
5105,300.00
14
Roadway Restoration
7800
LF
5100.00
5780.000.00
Subtotal:
$1,330,050.00
Contingency Includes:
25%
$332,512.50
General Conditions, Overhead, Profit
Mobi I ization /D emobiliza Ilo n
Site Work - Unknown Condition
Engineering, Surveying & Legal Fees
150"0
5199,507.50
Total Estimate:
$1,862,070.00
• Estimate does not include cost of easements, property acquisition, easements, etc.
• Estimate does not include cast of private lift stations
Note:
Since Engineer has no control over the cost or labor, malenals, equipment or services furnished by
thers. or over the mniractor(s)' methods of determining prices, or over mmpelitive bidding or market
ndilions, Engineers opinions of probable Construction Cost provided for herein arc to be made on the
asts of Engineers experience and qualifications and represent Engineers best judgement as an
xpenenced and qualified engineer familiar with the construction Industry, but Engineer cannot and does
at guarantee that proposals, bids or actual Total Project or Construction Costs will not vary from
inions of practice cast prepared by Engineer.
Print Date: 1011012002
Engineers Opinion of Probable Construction Cost
Town of Gulf Stream
Gravity System # B - Flow to Boynton Beach
Item
Description
Quantity
Unit
UnItCost
Total
1
8" Pipe (0.6' cut)
1020
LF
535.00
535,700.00
2
8" Pipe (6 -8' cut)
1735
LF
540.00
569,400.00
3
8" Plea (8 -10' cut)
1955
LF
550.00
597,750.00
4
8" Pipe (10 -12' cut)
350
LF
$60.00
$21,000.00
5
4' Manhole (0 -6' cut)
4
EA
52,500.00
$10,000.00
6
4' Manhole (6 -8' cut)
5
EA
53,200.00
$16,000.00
7
4' Manhole (8 -10' cut)
5
EA
$4,600.00
$23,000.00
8
4' Manhole (10 -12' cut)
1
EA
55,500.00
$5,500.00
9
6" sewer service with C.O. Residential
52
FA
5700.00
$36,400.00
10
6" sewer service with C.O. Multifamily
5
EA
51,000.00
55,000.00
11
Lift Station B (12' deep wet well)
1
LS
$115,000.00
5115,000.00
12
Electrical Service to Lift Station
1
EA
510,000.00
$10,000.00
13
4" Force Main Pipe
3100
LF
518.00
$55,800.00
14
Roadway Restoration
6000
LF
$100.00
5600,000.00
Subtotal:
51,100,550.00
Contingency Includes:
25%
5275,137.50
General Conditions, Overhead, Profit
M obi I Iza do n/D emobl lization
Site Work - Unknown Condition
Engineering, Surveying 8 Legal Fees
15%
5165,082.50
Total Estimate:
$1,640,770.00
• Estimate does not Include cost of easements, property acquisition, easements, etc.
• Estimate does not Include cost of private lift stations
ole:
Ince Engineer has no control over the cost of labor, materials, equipment or services furnished byl,
Ihers, or over the conlractogs)' methods of determining prices, or over competitive bidding or market.
ndllions, Engineer's opinions of probable Construction Cost provided for herein are to be made on the
asis of Engineers experience and qualifications and represent Engineer's best judgement as an
xpadanced and qualified engineer familiar with the construction industry,, but Engineer cannot and does
of guarantee that proposals, bids or actual Total Project or Construction Costs will not vary from
)pinions al mha ble cost prepared by Engineer.
Print Date: 101102002
Engineer's Opinion of Probable Construction Cost
Town of Gulf Stream
Gravity System # C -1 - Flow to Delray Beach
Item
Description
Quantity
Unit
Unit Cost
Total
1
8" Pipe (6 -8' cut)
1390
LF
$40.00
$55,600.00
2
8" Pipe (8 -10' cut)
320
LF
$50.00
516,000.00
3
4' Manhole (6 -8' cut)
6
EA
$3,200.00
519,200.00
4
4' Manhole (8 -10' cut)
3
EA
$4,600.00
$13,800.00
5
6" sewer service with C.O. Residential
23
EA
$700.00
$16,100.00
6
Lift Station C -1 (10' deep wet well)
1
LS
$40,000.00
$40,000.00
7
Electrical Service to Lift Station
1
EA
$10,000.00
510,000.00
8
4" Force Main Pipe
150
LF
S18.00
$2,700.00
9
Roadway Restoration
1,750
LF
$50.00
5105,000.00
Subtotal:
$278,400.00
Contingency Includes:
25%
$69,600.00
General Conditions, Overhead, Profit
Mobil ization /Demobilization
Site Work - Unknown Condition
Engineering, Surveying 8 Legal Fees
15%
541,760.00
Total Estimate:
$389,760.00
• Estimate does not include cost of easements, property acquisition, easements, etc.
• Estimate does not Include cost of private lift stations
Nate:
Since Engineer has no central over the cost of labor, materials, equipment or services furnished by
others, or over the cantractorts)' methods of determining prices, or over competitive bidding or market
conditions, Engineer's opinions of probable Construction Cost provided for herein are to be made on the
basis of Engineees experience and qualifications and represent Engineer's best judgement as an
penenced and qualified engineer famlliar with the construction Industry; but Engineer cannot and does
of guarantee that proposals, bids or actual Total Project or Construction Costs will not vary from)
pinions of pmbable cost prepared by Engineer.
Print Date: 10/102002
Engineer's Opinion of Probable Construction Cost
Town of Gulf Stream
Gravity System # C -2 - Flow to Delray Beach
Item
1
Description
8" Pipe (6 -8' cut)
quantity
Unit
Unit Cost
Total
2
8" Pipe (8 -10' cut)
1555
1250
LF
LF
S40.00
550.00
562,200.00
562,500.00
3
4
8" Pipe (10 -12' cut)
4' Manhole (6.8' cut)
125
LF
$60.00
$7,500.00
5
4' Manhole (8 -10' cut)
10
EA
53,200.00
532,000.00
6
4' Manhole (10 -12' cut)
3
2
EA
EA
$4,600.00
513,800.00
7
6" sewer service with C.O. Residential
15
EA
$5,500.00
$700.00
511,000.00
$10,500.00
8
6" sewer service with C.O. Multifamily
4
EA
$1,000,00
54,000.00
9
10
Lift Station C -2 (11' deep wet-well)
Electrical Service to Lift Station
1
LS
$60,000.00
$60,000.00
11
4" Force Main Pipe
1
650
EA
LF
57,500.00
$18.00
$7,500.00
511,700.00
12
Roadway Restoration
3,000
LF
$60.00
$180,000.00
Subtotal:
$462,700.00
Contingency Includes:
25%
$115,675.00
General Conditions, Overhead, Profit
Mobilization /D emobllizalio n
Site Work - Unknown Condition
Engineering, Surveying 8 Legal Fees
15%
569,405.00
Total Estimate:
5647,780.00
• Estimate does not Include cost of easements, property acquisition, easements, etc.
• Estimate does not Include cost of private lift stations
Since Engineer has no control over the cost of labor, materials, equipment or services furnished by
thers, or ever the cenlraclor(s)' methods of delennining prices, or over mmpelitive bidding or market
ndilions, Engineer's opinions of probable Construction Cost provided for herein are to be made on the
asis of Engineer's experience and qualifications and represent Engineer's best judgement as an
xpedonced and qualified engineer familiar with the construction Industry; but Engineer cannot and does
of guarantee that proposals, bids or actual Total Project or Construction Costs will not vary from
minions of orohabin r,ci n_, ti.. c -------
Print Date: 10 /10 12002
Engineer's Opinion of Probable Construction Cost
Town of Gulf Stream
Gravity System # C -3 - Flow to Delray Beach
Item
Description
Quantity
Unit
Unit Cost
Total
1
8" Pipe (6 -8' cut)
500
LF
540.00
520,000.00
2
8" Pipe (8 -10' cut)
900
LF
$50.00
$45,000.00
3
8" Pipe (10 -12' cut)
100
LF
$60.00
$6,000.00
4
4' Manhole (6 -8' cut)
3
EA
$3,200.00
59,600.00
5
4' Manhole (8 -10' cut)
2
EA
$4,600.00
59,200.00
6
4' Manhole (10 -12' cut)
2
EA
$5,500.00
$11,000.00
7
6" sewer service with C.O. Residential
6
EA
$700.00
S4,200.00
8
Lift Station C -3 (11' wet well)
1
LS
$40,000.00
$40,000.00
9
Electrical Service to Lift Station
1
EA
$5,000.00
55,000.00
10
Force Main Pipe
400
LF
$25.00
$10,000.00
11
Roadway Restoration
1,550
LF
560.00
$93,000.00
$253,000.00
Contingency Includes:
25%
$63,250.00
General Conditions, Overhead, Profit
Mo bilizationlDemobil ization
Site Work- Unknown Condition
Engineering, Surveying & Legal Fees
15%
$37,950.00
Total Estimate:
$364,200.00
• Estimate does not Include cost of easements, property acquisition, easements, etc.
• Estimate does not include cost of private lift stations
Note:
Since Engineer has no control over the cost of labor, materials, equipment or services furnished by
ihers, or over the contractor(s)' methods of determining prices, or over competitive bidding or market,
ndilions, Engineer's opinions of probable Construction Cost provided for herein are to be made on the
asis of Engineer's experience and qualifications and represent Engineer's best judgement as an
ixpedenced and qualified engineer familiar with the construction Industry, but Engineer cannot and does
at guarantee that proposals, bids or actual Total Project or Construction Costs will not vary from
inlons of probable cost prepared by Engineer.
Print Elate: 1011012002
I
Engineer's Opinion of Probable Construction Cost
Town of Gulf Stream
! Gravity System # D -1 - Flow to Delray Beach or Boynton Beach
P
Item
Description
Quantity
Unit
Unit Cost
Total
1
2
8" Pipe (0 -6' cut)
8" Pipe (6 -8' cut)
250
LF
535.00
$8,750.00
3
8" Pipe (8 -10' cut)
4710
2395
LF
LF
$40.00
550.00
$188,400.00
5119,750.00
4
5
8" Pipe (10 -12' cut)
8" Pipe (12 -14' cut)
1975
LF
$60.00
$118,500.00
6
8" Pipe (14 -16' cut)
1400
300
LF
LF
$75.00
$100.00
$105,000.00
$30,000.00
7
8
4' Manhole (0 -6' cut)
4' Manhole (6 -8' cut)
1
EA
52,500.00
$2,500.00
9
4' Manhole (8 -10' cut)
21
10
EA
EA
$3,200.00
54,600.00
$67,200.00
$46,000.00
10
11
4' Manhole (10 -12' cut)
4' Manhole (12 -14' cut)
6
EA
$5,500.00
533,000.00
12
4' Manhole (14 -16' cut)
5
1
EA
EA
57,000.00
$101000,00
$35,000.00
5101000.00
13
6" sewer service with C.O. Residential
123
EA
$700.00
586,100.00
14
6" sewer service with C.O. Multifamily
1
EA
51,000.00
57,000.00
15
Lift Station D -1 (16' deep wet well)
1
LS
$115,000.00
$115,000.00
16
Electrical Service to Lift Station
1
EA
$10,000.00
$10,000.00
17
18
4" Force Main Pipe
Roadway Restoration
700
LF
$18.00
512,600.00
11030
LF
$100.00
51,103,000.00
Subtotal:
52, 091, 800.0 0
Contingency Includes:
25%
$522,950.00
General Conditions, Overhead, Profit
Mobilization /Demobilization
Site Work - Unknown Condition
Engineering, Surveying 8 Legal Fees
15%
$313,770.00
Total Estimate:
52,929,520.00
• Estimate does not include cost of easements, property acquisition, easements, etc.
• Estimate does not include cost of private lift stations
Inca Engineer has no control over the cost of labor, materials, equipment or services furnished by
(hers, or over the controctor(s)' methods of determining prices, or over competitive bidding or market
nditions. Engineer's opinions of probable Construction Cost provided for herein are to be made on the
asis of Engineer's expedence and qualifications and represent Engineer's best judgement as an
xpodenced and qualified gnglnoor famillar with the construction Industry, but Englneor,ennol and does
tot ^guarantee Athat proposals_ bids or actual Total Project or Construction Costs volt not vary from
Print Date: 10/102002
Engineer's Opinion of Probable Construction Cost
Town of Gulf Stream
Gravity System # D -2 - Flow to Delray Beach or Boynton Beach
Item
Description
Quantity
Unit
Unit Cost
Total
1
8" Pipe (04 cut)
580
LF
$35.00
520,300.00
2
8" Pipe (6.8' cut)
830
LF
$40.00
$33,200.00
3
8" Pipe (8 -10' cut)
200
LF
$50.00
510,000.00
4
8" Pipe (14 -16' cut)
520
LF
560.00
$31,200.00
5
4' Manhole (0 -6' cut)
3
EA
52,500.00
57,500.00
6
4' Manhole (6.8' cut)
4
EA
$3,200.00
$12,600.00
7
4' Manhole (8 -10' cut)
2
EA
54,600.00
59,200.00
9
6" sewer service with C.O. Residential
15
EA
$700,00
$10,500.00
10
6" sawerservice with C.O. Multifamily
2
EA
51,000.00
$2,000.00
11
Lift Station 0 -2 (10' deep wet well)
1
LS
$40,000.00
$40,000.00
12
Electrical Service to Lift Station
1
Fes,
$10,000.00
510,000.00
13
4" Force Main Pipe
850
LF
518.00
$15,300.00
14
Roadway Restoration
2200
LF
560.00
5132,000.00
Subtotal:
5334,000.00
Contingency Includes:
25%
583,500.00
General Conditions, Overhead, Profit
Mobilization /Demobilization
Site Work- Unknown Condition
Engineering, Surveying 8 Legal Fees
15%
350,100.00
Total Estimate:
$467,600.00
• Estimate does not Include cost of easements, property acquisition, easements, etc.
• Estimate does not Include cost of private lift stations
'tole:
tine Engineer has no control over the cost of labor, materials, equipment or services furnished by
Hhers, or over the mnlraclodsl' methods of determining prices. or over competitive bidding or market
mmillions, Engineer's opinions of probable Construction Cost provided for herein are to be made on the
tasis of Engineers experience and qualifications and represent Engineers best judgement as an
:xpenenced and qualified engineer familiar with the construction Industry, but Engineer cannot and does
rat guarantee that proposals, bids or actual Total Project or Construction Costs will not vary from
3pinions of probable cast prepared by Engineer.- -
Print Date; 10110/2002
Engineer's Opinion of Probable Construction Cost
Town of Gulf Stream
Gravity System # D -3 - Flow to Boynton Beach
Item
1
Description
8" Pipe (6 -8' cut)
Quantity
Unit
Unit Cost
Total
2
8" Pipe (6 -10' cut)
900
300
LF
LF
540.00
536,000.00
5
4' Manhole (0 -6' cut)
3
EA
550.00
$2,500.00
515,000.00
57,500.00
6
7
4' Manhole (6.8' cut)
4' Manhole (a -10' cut) -
5
EA
53,200.00
576,000.00
9
6" sewer service with C.O. Residential
2
10
EA
EA
54,600.00
$700.00
59,200.00
10
6" sewer service with C.O. Multifamily
2
EA
$1,000.00
$7,000.00
$2,000.00
14
Roadway Restoration
1200
LF
560.00
572,000.00
Subtotal:
$164,700.00
Contingency Includes:
General Conditions, Overhead, Profit
25%
541,175.00
Mobilization/Demobilization
Site Work - Unknown Condition
Engineering, Surveying 8 Legal Fees
15%
524,705.00
Total Estimate:
5230,580.00
Estimate does not include cost of easements, property acquisition, easements, etc.
Estimate does not Include cost of private lift stations
Inca Engineer has no control over the cost of labor, materials, equipment or services furnished by
Ihers, or over the contractor(s)' methods or determining prices, or over competitive bidding or market
dllions. Engineers opinions of probable Construction Cost provided for herein are to be made on the
asts of Engineers experience and qualifications and represent Engineer's best judgement as an
xpedenced and qualified engineer familiar with the construction Industry, but Engineer cannot and does
of guarantee that proposals, bids or actual Total Project or Construction Costs VnII not vary from
nlninnq nl nrnhnhm __ ----
Print Data: 10/1012002
Engineer's Opinion of Probable Construction Cost
Town of Gulf Stream
Gravity System # E - Flaw to Delray Beach
Item
Description
Quantity
Unit
UnitCost
Total
1
8" Pipe (6-8' cut)
3405
LF
540.00
$136,200.00
2
8" Pipe (8 -10' eut)
1520
LF
550.00
$76,000.00
3
8" Pipe (10 -12' cut)
920
LF
560.00
555,200.00
4
8" Pipe (12 -14' cut)
175
LF
575.00
$13,125.00
5
4' Manhole (6 -8' cut)
15
EA
$3,200.00
$48,000.00
6
4' Manhole (8 -10' cut)
4
EA
54,600.00
S18,400.00
7
4' Manhole (10 -12' cut)
5
EA
$5,500.00
$27,500.00
8
4' Manhole (12 -14' cut)
1
EA
57,000.00
57,000.00
9
6" sewer service with C.O. Residential
94
EA
$700.00
565,800.00
10
Lift Station E (14' deep wet well)
1
LS
585,000.00
585,000.00
11
Electrical Service to Lift Station
1
EA
510,000.00
$10,000.00
12
4" Force Main Pipe
1650
LF
518.00
$29,700.00
13
Roadway Restoration
6270
LF
$60.00
$376.200.00
Subtotal:
5948,125.00
Contingency Includes:
25%
5237,031.25
General Conditions, Overhead, Profit
M obilizalion /Demobilizatla n
Site Work - Unknown Condition
Engineering, Surveying S Legal Fees
15%
5742,218.75
Total Estimate:
$1,327,375,00
• Estimate does not include cost of easements, property acquisition, easements, etc.
• Estimate does not include cost of private lift stations
Note:
Since Engineer has no conlml over the cost of labor, materials, equipment or services furnished by
others, or over the conlraclor(s)' methods of determining prices, or over competitive bidding or market.
nditions, Engineer's opinions of probable Construction Cost provided for herein are to be made an the
ells of Engineer's ezpenence and qualifications and represent Engineers best judgement as an
zperienced and qualified engineer familiar with the construction Industry: but Engineer cannot and does
of guarantee that proposals, bids or actual Total Project or Construction Costs will not vary from
pinions of probable cost prepared by Engineer.
Print Dale: 10/10/`2002
Subtotal: 5336.000.00
Contingency Includes: 25% 584,000.00
General Conditions, Overhead, Profit
Mobilization /Demobilization
Site Work - Unknown Condition
Engineering, Surveying & Legal Fees 15% 550,400.00
' Estimate does not Include cost of easements, property acquisition, easements, etc.
Engineer has no control over the cast of labor, metenols, equipment or services rurnished
. or over the wrilmctorlsp methods of delarmir ing prices, or over compabllve bidding or men
Ions, Engineers Opinions Of probable ConsIm lon Cost provided for herein ere tO he made on
of Engineers esperience antl qualifications antl represent Engineers hest Judgement as
anted and qualified engineer familiar with the canslrudbn Industry but Engineer cannot and d�
laranteo that proposals, bids or 'lull Total proied or Construction Costs will nor vary fl
vs of probable cast mamma by P—i, --
print Date: 1011012002
Engineer's Opinion of Probable Construction Cost
Town of Gulf Stream
Low Pressure System # A
em
1 '
Descriptlon Quantity Unit
Residential Low Pressure Grinder Station
Unit Cost
Total
2
Multifamily Low Pressure Grinder Station 12 EA
56,000.00
5152,000.00
3
4" Force Main Pipe 2 EA
P
535,000.00
4
3000 LF
Roadway Restoration 3000 LF
S16.00
$54,000.00
554,000,00
520.00
$60,000.00
Subtotal: 5336.000.00
Contingency Includes: 25% 584,000.00
General Conditions, Overhead, Profit
Mobilization /Demobilization
Site Work - Unknown Condition
Engineering, Surveying & Legal Fees 15% 550,400.00
' Estimate does not Include cost of easements, property acquisition, easements, etc.
Engineer has no control over the cast of labor, metenols, equipment or services rurnished
. or over the wrilmctorlsp methods of delarmir ing prices, or over compabllve bidding or men
Ions, Engineers Opinions Of probable ConsIm lon Cost provided for herein ere tO he made on
of Engineers esperience antl qualifications antl represent Engineers hest Judgement as
anted and qualified engineer familiar with the canslrudbn Industry but Engineer cannot and d�
laranteo that proposals, bids or 'lull Total proied or Construction Costs will nor vary fl
vs of probable cast mamma by P—i, --
print Date: 1011012002
Engineer's Opinion of Probable Construction Cost
Town of Gulf Stream
Low Pressure System # B - Flow to Delray Beach
Item
Description
Quantity Unit
Unit Cost
1.
Residential Low Pressure Grinder Station
28 EA
S8,000.00
,
2
Multifamily Low Pressure Grinder Station
6 EA
535,000.00
72600000---0000
3
4" Force Main Pipe
6300 LF
S18.00
4
Roadway Restoration
6300 LF
$20,00
5 uhlotal:
5673,400.00
Contingency Includes:
25%
$168,350.00
General Conditions, Overhead, Profit
Mobilization /Demobilization
Site Work - Unknown Condition
Engineering, Surveying 8 Legal Fees
15%
5101,010.00
Total Estimate:
$942,760.00
Estimate does not Include cost of easements, property acquisition, easements, etc.
Room
Print Date: 10/1012002
Engineer's Opinion of Probable Construction Cost
Town of Gulf Stream
Low Pressure System # B - Flow to Boynton Beach
Item
Description
quantity
Unit
Unit Cost
Total
T •
Residential Low Pressure Grinder Station
26
EA
$8,000.00
$224,000.00
2
Multifamily Low Pressure Grinder Station
6
EA
$35,000.00
$210,000.00
3
4' Force Main Pipe
6300
LF
518.00
$113,400.00
4
Roadway Restoration
6300
LF
$20.00
$126,000.00
Subtotal:
$673,400.00
Contingency Includes:
25%
5168,350.00
General Conditions, Overhead, Profit
Moblllza Ilon /Oemobilizalion
Site Work - Unknown Condition
Engineering, Surveying S Legal Fees
15%
5701,010.00
Total Estimate:
$942,760.00
' Estimate does not Include cost of easements, property acquisition, easements, etc.
ate:
Inca Engineer has no control over the coal of labor, materials, agWpment or aeMcos furnished by
then, or over the conlractw(sl' methods of determining prices, or over mmpeldive bidding or market
millions. Engineers opinions of probable Construction Cost provided for herein am to be made on the
rile of Engineers expenenm and qualifications and represent Engineers beat judgement as an
xpenencod and qualified engineer familiar with the construction industry, but Engineer cannot and does
al guarantee that proposals, bids or actual Told Proiect or Construction Costs vall not vary from
Inions of probable cost prepared by Engineer
Print Dale. IGII 2002
Engineer's Opinion of Probable Construction Cost
Town of Gulf Stream
Low Pressure System # C•1
em Description Quantity Unit Unit Cost
1 " Residential Low Pressure Grinder Station 1680 LF S8.000.(30 508.00
2 4" Force Main Pipe
3 Roadway Restoration 1860 LF S20.00
Subtotal:
Contingency Includes: 25%
General Conditions, Overhead, Profit
Mobilization /Demobilization
Site Work - Unknown Condition
Engineering, Surveying & Legal Fees 15%
Estimate does not Include cost of easements, properly acquisition, easements, etc.
Nate: ui merit m senrices lumishatl by
ince Engineer has nq centrol gvgr the cast al labor. materials, aq p
iheo, or over the mntradgr(e)' melhads ql delermining prices, or aver mmpeL9lve bidtlinB ar market
MOlans. Engineer's ppinbns of probable Cgnstmclign Cost provitled for herrr;n qro Iq be mode on the
asls of Engineefs experience eM qualifir�tions end represent Enginee/s best judgement es an
xperlencetl and qualified engineer lamillar wish the mnswctipn Industry: but Engineer cannot and does
ql guarantee that propgsale. bids or actual 7g1e1 Pfoject qr Cgnstmdign Costs will riot vary Irom
Inlons al robabla coal ro aretl En Ineer.
Print Date: 10110/2002
Engineer's Opinion of Probable Construction Cost
Town of Gulf Stream
Low Pressure System # C -2
Item
Description
Quantity
Unit
Unit Cost
Total
1
Rebidential Low Pressure Grinder Station
23
EA
$8,000.00
5184,000.00
2
Multifamily Low Pressure Grinder Station
1
EA
535,000.00
$35,000.00
3
4" Force Main Pipe
3000
LF
518.00
$54,000.00
4
Roadway Restoration
3000
LF
520.00
560.000.00
Subtotal:
$333,000.00
Contingency Includes:
25%
583,250.00
General Conditions, Overhead, Profit
MobIIIZationlDemobilizatlon
Site Work - Unknown Condition
Engineering, Surveying 8 Legal Fees
15%
549,950.00
Total Estimate:
$466,200.00
Estimate does not Include cost of easements, property acquisition, easements, etc.
Note:
Since Engineer has no control over the cast of labor, materials, equipment or services furnished by
others, or ever the contractor(s)' methods or determining press, or over competitive bidding or market
mndlllons. Engineers opinions of probable Construction Cast provided for herein are to be made on the
basis of Engineers experience and qualifications and represent Engineers bast judgement as an
expedenced and qualified engineer familiar Win the construction Industry, but Engineer cannot and does
not guarantee that proposals, bids or actual Tom! Project or Construction Costs will not vary (ram
opinions of probable cast prepared by Englroar.
Print Data: 1011012002
,L
Engineer's Opinion of Probable Construction Cost
Town of Gulf Stream
Low Pressure System # C -3
am Description Quantlty Unit Unit Cost
1 'Residential Low Pressure Grinder Station 5 EA 50,000.00
2 4" Force Main Pipe 1500 LF 510.00
3 Roadway Restoration 1500 LF 520.00
Subtotal:
Contingency Includes: 25%
General Conditions, Overhead, Profit
Mobilization/Demobilization
Site Work- Unknown Condition
Engineering, Surveying 8 Legal Fees 15%
Estimate does not include cost of easements, property acquisition, easements, etc.
Engineer has no control over the cost al labor, materials, equipment or sarvims lumished
, or over Ina mmucha(sy methods or determining prices, or over mmpelitive bidding w me
are, Engineer's opinions of probable Consbucion Cast provided for herein em to be made on
of Englmmes experience and qualifications and reprosant Enolneefs bast judgement ae
enced and qualified engineer familiar vAlh the mns(roction Industry, but Engineer cannel and d
mronlae that proposals, bids or actual Total Project or Constmctlon Costs will not vary 1
S97
Print Cato: 10/10/2002
I
Engineer's Opinion of Probable Construction Cost
Town of Gulf Stream
Low Pressure System # D -2 - Flow to Delray Beach or Boynton Beach
Item
T -
Descrlp0on
Residential Low Pressure Grinder Station
Ouangty unit
Unit Cost
Total
2
Multifamily Low Pressure Grinder Station
15 EA
2
56,000.00
5720,000.00
3
4 -Force Main Pipe
EA
535,000,00
570,000.00
4
Roadway Restoration
2200 LF
2200 LF
S18.00
539,600.00
S20.00
S44,000.00
Subtotal:
5273,600.00
Contingency Includes:
General Conditions, Overhead, Profit
25%
566,400.00
Mobilization /Demobllization
'
Site Work - Unknown Condition
Engineering, Surveying 8 Legal Fees
15%
$41,040.00
Total Estimate:
5383,040.00
Estimate does not Include cost of easements, property acquisition, easement;, etc.
Ole:
India Engineer has no control over the coat IN labor, materials, equipment or services fumlahed by
Ihars, or aver the mnlmctogs)' methods of dolermining prices, or over compauthm bidding or market
millions. Engineers opinions of probabla Consuucfl Cost provided for herein am to be made on the
ash; of Engineer's experience end qualifications and MPesant Engineer's best judgement as an
xpedenced and qualified engineer familiar wah the construction Industry, but Engineer cannot and does
of guarantee that proposals, bids w actual Total Project or Construction Costa will not vary from
inbns of robabla cast m red b E Ineer
Print Data: 1011012032
Engineer's Opinion of Probable Construction Cost
Town of Gulf Stream
Low Pressure System # D -3 - Flow to Boynton Beach
2 Multifamily Low Pressure Grinder Station
3 4' Force Main Pipe
4 Roadway Restoration
Contingency Includes:
General Conditions, Overhead, Profit
MobilizallonlDemobilization
Site Work- Unknown Condition
Engineering, Surveying & Legal Fees
3 EA $35,000.00
600 LF S78.00
600 LF S20.00
Subtotal:
25%
S31,950.00
15 0"6
S19,170.00
into:
S178.920.00
Estimate does not Include cost of easements. property acquisition, easements, etc.
Note:
Inca Engineer has no control over the cost of labor, materials. equipment or serviws fumishad by
(hers, or over the controctar(sy methods of delemuning refcos, or over mmpelilive bidding or marks
nditions, Engineers opinions of probable Construction Cost provided for retain are la be made on the
asis of Engineers axpedenm and qualifications and represent Engineers best judgement as an
xpedenced and qualified engineer familiar with Via mmilructlon industry; but Engineer ranrrol and does
of guarantee that proposals, bids or actual Told project or Construction Costs will not vary from
oinlons of probable cost probated by Engineer
Print Dale: 1 0110 20 0 2
Engineer's Opinion of Probable Construction Cost
Town of Gulf Stream
Low Pressure System # E - Flow to Delray Beach
___.... '
1 Residential Low Pressure Grinder Station 94 EA
....,.. -.,o.
56.000.00
rou
5752
2 4" Force Main Pipe 6520 LF
516.00
5117
3 Roadway Restoration 6520 LF
520.00
5130
Subtotal:
5999
Contingency Includes:
General Conditions, Overhead, Profit
25%
$249
Moblliza tion /Demobilization
Site Work - Unknown Condition
Engineering, Surveying & Legal Fees
15%
5149
- Estimate does not include cost of easements, property acquisition, easements, etc.
Vole:
;mce Engineer has no control over the cost of labor, materials. equipment Of services furnished by
)there, or over the contmaor(s)' methods of determining prices, or over wmpolltive bidding or market
:oni ilions. Engineers opinions of Probable Construction Cost provided for herein or, to be made on the
)asis of Engineers espedence and qualifications and represent Engineers beat (udgemeril as or
)sponenwit and qualified engineer familiar with the mnstmellon industry; but Engineer cannot and does
ml guarantee that proposals, bids of actual Total Pmiaa or Construction Costs will not vary from
)pinions of probable cost Piaturred by Errol eer
Print Dale: 1011012002
Attachment C
Example Contractfor the Disposal of Sanitary Sewage
C -1
Mathews Consulting
CONTRACT FOR THE DISPOSAL OF
PRETREATED SANITARY SEWAGE
THIS AGREEMENT, made and entered
into thiso?o- day of
by and throw the C 1999,
through CITY OF DELRAY BEACH, Palm Beach County, Florida, a municipal
corporation, organized and existing tinder the laws of the State of Florida, hereinafter designated
the °CITY", and the TOWN OF HIGHLAND BEACH, a municipal corporation organized and
existing under the laws of the State of Florida, hereinafter designated the "CUSTOMER'; and
WHEREAS, the CITY owns and operates a Wastewater Transmission System and
maintains treatment capacity at the South Central Regional Wastewater Treatment and Disposal
Board's Plant; and
'ryidEREAS, the CUSTOMER owns and operates a sewage collection system with a
transmission system discharging wastes into the CITY's Wastewater Transmission System; and
WHEREAS, the CITY and CUSTOMER on May 14, 1969 entered into a contract,
hereinafter referred to as Disposal Contract for the disposal of pretreated sanitary sewage
under which the CI'T'Y was to dispose of the sanitary sewage of the CUSTOMER; and
WHEREAS, the CITY and CUSTOMER, on October 21, 1969, entered into a
supplemental agreement number 1
to the Disposal Contract, and
WHEREAS, the CITY and CUSTOMER, on June 2, 1981, amended the agreement to
alter the rate charged under the agreement; and
WHEREAS, the CITY and CUSTOMER, on June 30, 1992, amended the agreement to
allow the CITY to charge for an additional twenty -five percent (25 %) surcharge above the
CITY's expenditures to any user required to comply with the IPP requirements; and
WHEREAS, the Disposal Contract expired upon May 14, 1999; and
WHEREAS, the CUSTOMER has requested the CITY continue to make available
capacity in the Wastewater Transmission System and for the disposal of sanitary sewage from
the CUSTOMER's sewage collection and transmission system; and
WHEREAS, the CITY is willing to maintain provision of the sewage disposal service
described herein, if all of the terms and conditions hereinafter shall be observed and carried into
effect.
THEREFORE, in consideration of the mutual promises herein contained and other good
and valuable considerations, the parties hereto do covenant and agree as follows:
1. Disposal Service. The disposal service made available by the CITY to the
CUSTOMER shall be for the gallonage capacity and service area described as follows:
GALLONAGE CAPACITY: The gallonage capacity which the
CITY shall make available to the CUSTOMER for disposal of
sanitary sewage into and through the CITY's Wastewater
Transmission System shall be up to and including a maximum
peak load of 80 million gallons per month.
SERVICE AREA: The service area from which the CITY agrees
to accept pretreated sanitary sewage for disposal into and through
the CITY's Wastewater Transmission System shall be limited to
the present municipal boundaries of the CUSTOMER as they exist
at the date of execution of this Agreement.
In the event the CUSTOMER desires to service areas or increase the gallonage capacity in
addition to that above described, and desires to dispose of sanitary sewage from such areas or
. increase in gallonage capacity delivered to the Wastewater Transmission System, request for
such additional service area or gallonage capacity shall be made in writing to the CITY and shall
include the estimated peak flow. With respect to any such proposed increase in service area, or
any service area other than that above described, the CITY reserves the right to approve or
disapprove any such increase or expansion and further reserves the right to make a separate
contract for such increased or expanded service area.
2
2• Prohbited Discharges; Treatment;
Maintenance; Ins ection. The
CUSTOMER agrees that it shall not discharge or cause to be discharged into the CITY's
Wastewater Transmission System any wastes or materials which will be detrimental to the
Proper operation and function of the Delray Beach system, and it is hereby covenanted and
agreed that no surface drainage water or ground water infiltration shall be permitted to be
discharged into the disposal system. It is hereby further covenanted and agreed that the
CUSTOMER shall at all times maintain and operate its sewerage system in accordance with but
not limited to the requirements of the United States Environmental Protection Agency and the
Florida State Department of Environmental Protection. The sewage to be discharged into the
CITY's system shall meet the degree of treatment as provided at the present or in the future by
the Florida State Department of Environmental Protection. The cost of all maintenance of the
CUSTOMER's collection and transmission systems shall be paid by the CUSTOMER. The
CITY reserves the right to inspect the CUSTOMER's collection and transmission system if it has
found that a violation exists, to ascertain that it is being maintained in accordance with the
requirements of this Paragraph. For purposes of making such inspections, the CITY shall have
the right to enter the service area or property of the CUSTOMER as may be required or
necessary under the circumstances, after having called CUSTOMER personnel and given them
an opportunity to accompany CITY personnel in such inspection. The CITY and the
CUSTOMER both agree to catty such liability insurance as would protect the other when either
enter onto the property of the other for any purpose authorized in this Agreement.
3. Sampling. The qty limitations of Paragraph 2 shall apply to concentrations or
other physical or chemical characteristics obtained by analysis of a composite sample of the
waters or waste received by the CITY in any 24-hour period, proportioned to flow. Periodic
quality control tests shall be performed by the CITY, The CUSTOMER shall have the right to
3
perform such quality control tests as it desires at the point of connection between its sewage
collection and transmission system and the CITY's Wastewater Transmission System.
4. Sewage Meter. The existing master sewage meter located immediately north of
the northern terminus of the aforesaid CUSTOMER's transmission line, but in the corporate
limits of the CITY, shall continue to be read and maintained by the CITY. In the event such
meter shall for any reason fail to function, or be substantially inaccurate, for any period of time,
the flow for such period of time shall be estimated on the basis of past records. The
CUSTOMER shall have the right to have its personnel accompany CITY personnel in meter
reading and to make inspections and tests in company with CITY personnel at reasonable
intervals to verify the accuracy of the meter.
5. Sewage Meter Facilities. It is understood and agreed that suitable facilities will
be provided at the meter for the purpose of taking samples for making laboratory tests and
analyses as regard the degree and quality of sewage introduced into the CITY's system.
6. Required Pressure. The CUSTOMER agrees to maintain, at the point of
connection between the CITY's Wastewater Transmission System and the CUSTOMER's
sewage collection and transmission system, a pressure in accordance with sound engineering
design requirements and such as will allow proper velocities and operation in conjunction with
the operation of the CITY's Wastewater Transmission System.
7. Disposal Rate The CUSTOMER agrees to pay the CITY for disposal of its
sewage through the CITY's Wastewater Transmission System as per the current rate as listed in
Section 53.130(G)(2) of the Code of Ordinances of the City of Delray Beach, as may be
amended from time to time. It is agreed that when cost to the CITY of providing sewage
disposal service to the CUSTOMER either increases or decreases, such increase or decrease shall
be passed on to the CUSTOMER as an increase or decrease in the rate charged to CUSTOMER
4
as the circumstances dictate. The CITY shall give the CUSTOMER thirty (30) days advance
notice before any such change in the rate shall go into effect
8. Meter Readings, The meter readings shall be taken by the CITY on or before the
30" day of each month. Billing shall be issued monthly by the CITY and the billings shall
become due and payable within fifteen days from the date of billing.
9. IPP Reg_ uir`ments. The CUSTOMER authorizes the CITY to be its authorized
IPP coordinator. The CITY has full rights and authority to issue permits associated with the IPP
and to enforce violations within the CUSTOMER's city limits in accordance with CITY's IPP
ordinance, as may be amended from time to time. Due to the increased cost of regulating outside
of the CITY's limits, CUSTOMER agrees to allow the CITY to charge an additional twenty-five
percent (25 %) surcharge above the CITY's expenditures to any user required to comply with the
IPP requirements. CUSTOMER agrees to cooperate and assist the CITY in enforcing any
violations within CUSTOMER's city limits.
10. Enforcement of Repair and Maintenance Ordinance. The CUSTOMER
agrees to enforce an ordinance outlawing the repair and maintenance of septic tanks within its
corporate limits and within the feasible collection area, and further to enforce legislation
requiring the hook -up to its sanitary system within ninety (90) days from said date that service
from its system is available.
11. Correction of Violation. The CUSTOMER shall have fifteen (15) days, or such
greater time as may be required, if CITY approves in writing, to correct any violation of the
provisions of this contract brought to CUSTOMER's attention by a written notification from the
CITY sent by registered or certified mail to the CUSTOMER. If such violation continues after
the expiration of the 15-day grace period, liquidated damages in the amount of one hundred
dollars (S 100) per day may be assessed by the CITY against the CUSTOMER for each day said
5
violation is known to continue. The CUSTOMER shall not be liable or pay any damages to the
CITY under this clause for a violation not under their control caused by an Act of God, fire
strike, casualty, necessary maintenance work, breakdown of or injuries to machinery, pumps or
pipe lines, civil or military authority, insurrection or riot.
12. Indemnification. The CUSTOMER agrees to indemnify, defend and hold
harmless the CITY for any litigation, damages, or both, including attorneys' fees and court costs,
resulting from the effects of CUSTOMER's improper introduction into the CITY's Wastewater
Transmission System of any solid, liquid, gas or other effluent, which may cause damage, either
within or without the Wastewater Transmission System, including but not limited to fish kilis,
undesirable floating matter and explosions.
13. Unavoidable Temporary Cessation of Disposal. Any temporary cessation of
disposal of sewage caused by an Act of God, fire, strike, casualty, necessary maintenance work,
breakdown of or injuries to machinery, pumps or pipe lines, civil or military authority,
insurrection, or riot shall not constitute a breach of this Agreement on the part of the CITY, and
the CITY shall not be liable to the CUSTOMER or its inhabitants for any damage resulting from
such cessation of disposal. In case of a partial cessation of service, the CUSTOMER shall be
treated like all other sewage facilities using the Wastewater Transmission System.
14. Term of Agreement This Contract shall be and remain in full force and effect
for and during a period of thirty (30) years from and after the /'!� day of
1999, provided, however, that this Contract may be terminated or modified at any time by
written mutual consent and agreement of the parries hereto. The Contract shall inure to and be
binding and in full force and effect upon all successors of each of the parties hereto, and shall not
be assigned by either party without the written consent of both parties.
15. Ordinance or Resolution Required. This Contract shall be subject to the
condition that before it shall be binding on any of the parties hereto, the CITY and the
CUSTOMER shall pass an ordinance or resolution expressly authorizing the. execution of this
Contract.
16. Rights and Remedies. In the event either of the parties shall fail to perform any
Of the covenants hereunder, the other party shall have, in addition to and without prejudice to any
other rights or remedies it may have, the immediate right to mandatory injunction or such other
judicial process or order as shall be ne,:essary and proper for enforcing the performance thereof.
17. Invalid Provision; Im ossibill it Impracticability In the event a court of
competent jurisdiction declares a section or provision of this Contract invalid for any reason,
such invali -;;y shall not affect the remaining sections or provisions of this Agreement which
shad continue in full force and effect, if the remaining portions constitute an enforceable
agreement. In the event such a judicial declaration results in frustration of the purpose of this
Contract or makes the performance of this Contract impossible, such adjustments as may be
equitable shall be made.
�• Third Parties Unaffected. Nothing in this Agreement, whether express or
implied, is intended to confer any rights or remedies under or by reason of this Agreement upon
any Person other than the parties hereto and their respective heirs, successors, legal
representatives, and permitted assigns, nor is anything in this Agreement intended to relieve or
discharge the obligation or liability of any third persons to any party to this Agreement, nor shall
any Provision thereof give any third person any right of subrogation or action over or against any
Party to this Agreement.
IN FITNESS WHEREOF, the CITY OF DELRAY BEACH, acting by and through its
City Commission as the governing body, has caused this Agreement to be executed in its name
7
and on its behalf by the Mayor of said Commission, its official seal to be hereunto affixed,
attested by the Clerk of said City, and the TOWN OF HIGHLAND BEACH, acting by and
through its official governmental body, has caused this Agreement to be executed in its behalf by
its legal and official representative, its official seal to be hereunto affixed, attested by the Clerk
of said City,
the day and year first above written.
ATTEST:
&xo, , s
City Clerk
(SEAL)
p oved as to Form:
1 � . 4"
Ci Attorney
A T:
v {2�
To n Clerk
f
(SEAL)
8
CITY OF DELRAY BEACH, FLORIDA
TOWN OF HIGHLAND BEACH
Palm Beac County, Flori
Thomas Reid, Mayor