HomeMy Public PortalAboutTown Hall Expansion/Water ConsumptionINTER -OFFICE MEMORANDUM
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 l cr 2--0Z0 1 �Ya
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 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.I.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 $1 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 $I 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 $ 1 M 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.
` )If
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
WILLDAN I your
extending
Homeland Solutions reach
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 team 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 114e01echnlcal I Emrironmental j Financlel I Homeland security
714.940.6300 1 000.424.0144 1 lex: 714.040.4020 1 2401 Eael Katella Avenue, Style 900, Anaheim, CA 92000-0073 I v w.*Man.
Table of Contents
Understanding and Approach........................................................
Scopeof Work...............................................................................
Scopeand 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...................................................................................
NA/WILLDAN
Homeland Solutions I Five Communities Fire Service Feasibility Study i
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.
WI LLDAN VO VI Homeland 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.
o Needed equipment and facilities
o Training and certification of uniformed and civilian personnel
o EMS requirements, delivery, and transportation options
o Maintenance requirements
o Annual training requirements
o 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
VVWILLDAN
j__/ _ Homaland Solutions Five Communities Fire Service Feasibility Study 4
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.
WILLDAN
Lt, ,/ Homeland Solutions Five Communities Fire Service Feasibility Study 6
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
WILLDAN
10 �l Homeland Solutions Five Communities Fire Service Feasibility Study 8
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.
WILLDAN
1. Homeland Solutlons Five Communities Fire Service Feasibility Study 10
WILLDAN
Homeland Solutions
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.
Five Communities Fire Service Feasibility Study 12
Sr. Consultant
Battalion Chief (Ret.) James "Jim" Gaut is a 34 -year fire
service veteran and senior consultant for Willdan. Jim
retired as a Battalion Chief with Orange County Fire
Rescue, is a paramedic, fire instructor, and an expert in
simulation training, fire ground operations, high-rise
firefighting and incident command.
In addition to decades of experience in fire department
operations, Jim served as head of fleet maintenance for
Orange County Fire Rescue responsible for specification,
procurement, and maintenance of fire engines, ladder
trucks, ambulances, and numerous support vehicles. Jim
is extremely knowledgeable in modern fire apparatus
standards and requirements.
/WI LLDAN
Homeland Solutlons I Five Communities Fire Service Feasibility Study 14
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.
rWILLDAN _
Homeland Solutions Five Communities Fire Service Feasibility Study.IA6a
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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
CGC 1518065
Fax: 1-561-737-0188
Date: 1/15/15
Project —Town of Gulfstream Old School Road
100 Sea Road
Gulfstream, FI. 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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r!Mom 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
N
9
HARVEL UTILITY CONST., INC.
DELRAY BEACH, FLORIDA
270 N.E. 16 TH STREET 33344
PHONE SGI 276-5557
Town of Gulf Stream
100 Sea Road January 6, 2012
Gulf Stream, FL 33483
Attn: William H. Thrasher WATER LINES
Re: Inventory of the Town's water system
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
roryecost toreplace the existing water system by pipe size. This inventory is based on my
the replacement costs are estimates only based on existing piping configuration.
1,950'o£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 --------------------------
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
O
MATH
CONSU:
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 Figures
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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44
Section 1
Executive
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.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 ma
a 6 -inch emergency interconnect with the City of Boynton Beach to the north almaintains
ong lso maOcean
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 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
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.
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
HF ) ................................................1.1 mgd
Town Peak Hour Flow
(PHF) ............................................................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 Daily Flow(ADF)........................... ..0.38 mgd
Golf Course Maximum Month Average Daily Flow (MMADF) ...... 0.65 mgd
F&
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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
(MMADP). Plow 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 $982,500 per year,
and do not include annual site leasing, legal, fiscal or administrative expenses.
Implementation of a new public water system carnes 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 tcehnicaVengineering 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 - 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
• High 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 Distributlon System Requirements - Conduct a siting
evaluation based on the preliminary site plan layout. The potential site within the Town setbacks, site plan approvals,
will be evaluated for appropriate sizing, regulatory i
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
Fre Flow requirements. 11
feasibility and high service pumping requirements to meet maximum day, peak (tour and
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Task 5: Cost Evaluation - Provide a cost evaluation for engineering costs, capital '
construction costs, and operation and maintenance costs associated with the o
recommended raw water supply and treatment alternatives. A Net Present Value of > O
capital and O&M costs will be presented for direct comparison of alternatives. L
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2-4
Section 3 — Description of Existing Facilities
Table 3.1
Town of Gulf Stream Historical Water Usage
Water from Water from Total Bulk
Delray Boynton Water ADF Water Sold %
Oct 03
Nov 03
Dec 03
45,278,000
45,278,000
742,262
38,701,000
14.53°h
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
-2.66%
Jul 04
Aug 04
51,490,000
51,490,000
844,098
47,084,000
8,56%
Sep 04
31,516,000 8,982,000
40,498,000
663,902
34,238,000
15.46%
Oct 04
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
Apr05
37,606,000
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 709,402 728 966 654o786
Max. Month 25,745,000 25,745,000 23,542,000
Max, Monlh AOF 844 096 844,098 759,419
Cycle Period: 761 days
3-2
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Section 4 — Future Needs Assessment
Flow Rates:
Golf Course Average Daily Flow (ADF)...
Golf Course Maximum Month Average D ........................................ mgd
ally 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 MDP 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.
4-2
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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:
"(1) 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 [-Tall.
(2) Police and fire stations.
(3) Libraries and information centers.
(4) U.S. postal services and facilities.
(5) Museums and art galleries.
(6) Public administration facilities.
(7) Electric, gas and sanitary services.
(g) 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:
5-2
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 swales 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:
The proposed facilities should have a minimum finished floor elevation at El. 7.5. and minimum
Parkingtroad 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.
54
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Latitude
Longitude
Peak Storm Sure Hei ht
ft, NGVD
_Location,=_,
Boca Raton
(deg.
(deg. W)
-50 -year 100- ear 500 -year
Boynton Inlet
26.33
26.53
80.07
80.05
9.9 11.6
14.6
9.9 11.5
15.0
The proposed facilities should have a minimum finished floor elevation at El. 7.5. and minimum
Parkingtroad 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.
54
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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 SFWMD for these wells would also be difficult.
For these reasons, the Surficial Aquifer was not considered for further evaluation.
6-1
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 11200 feet
below land surface (bis) in die 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 die 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.
6-3
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SULFURIC ACID
SULFURIC ACID
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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
n 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 And more detailed
information can be found in Appendix B.
6.5
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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 (1 + 1 backup)
Concentrate Disposal
Injection Wells
Wells
• Two disposal wells
• Depth — 200 to 400 ft bls.
• Diameter—l2-inches
Monitoring Wells
• Two monitoring wells (1 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 test1production 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 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
l 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 pI-I below 5.8 where the hydrogen sulfide more readily becomes a
gas. The degasification tower will remove approximately 95 percent of the hydrogen
sulfide from the permeate.
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 degasified, the membrane permeate will be collected in a 50,000 gallon clearwell.
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
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
remaining hydrogen sulfide and produce a positive ORP, if required.
♦ Finished/Potable Water. Since the water from the membrane treatment is -
corrosive, additional treatment is needed to provide a stable and non -corrosive
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 tite
corrosivity of the water. A phosphate based corrosion inhibitor will also be
added to reduce corrosion.
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
.1
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Section 6 — Water Supply and Treatment Evaluation
The capacity of the golf course tank will meet its maximum month average daily flow
(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 Town.
Three (3) high services pumps (one standby) will be provided and rated for 750 gpm to 2,225
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
Delmy 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 come of the golf course. FPL will investigate to see if
the size of the existlrtg- er end line 'res are adequate for the new WTP load. FPL
might have to upgrade kV overhead lines o serve the new WTP load. If upgrading the
FPL line is needed, e City will be u' o 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 % 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
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There is an existing underground natural gas line on the east side of AIA at the vicinity of this
f'
project. Bi -fuel operation of the engine/generator with a combination of diesel fuel and natural
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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
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
i � V
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
m ,
results of the geotechnical
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
01
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
(Q�
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
to withstand 140 mph windloads.
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The Membrane Process Building is proposed to include areas for electrical room, on-site
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 perimeter fencing, lockable gates, and intrusion >
detectors. The site will also include adequate site lighting to allow maintenance activities a
to occur at night, when needed, at the various treatment unit process and chemical
facilities. Emergency lighting with battery backup will be provided for emergency exit of n
>
6-13
Section 7
Regulatory Compliance Considerations
x•
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 Water 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
enacted the "Florida Safe Drinking Water Act", (FSDWA) Sections 403.850403.864, F.S.,
b
and
Chapters 62-550, 62-555 and 62-560, FAC, were promulgated to implement the requirements of
the FSDWA.
n
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
l
Prim ary and Secondary Drinking Water Quality Standards are included in
Appendix D. Additional water quality and monitoring requirements included
�l
are in Palm Beach
County's "Environmental Control Ride II (ECR II) — Water Supplies ".
7.2 Plant Staffing
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Chapter 62-699, FAC, "Treatment Plant Classification and Staffing" defines the minimum
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,
/(
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 in
and charge of each required shift and
for periods of required staffing time when the lead or chief operator is not on-site. The lead/chief
3
operator shall be employed full time, 4 -days per week, 35 hour/week minimum including leave
time.
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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
violations in the water quality standards must be immediately reported to the regulatory
authorities in accordance with established reporting procedures. A summary of the monitoring
frequencies, locations and schedule is provided in Appendix E.
i
7-1
Section 7 — Regulatory Compliance Considerations
7.4.2 South Florida Water Management District (SFWMD)
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The SFWMD is the water management district with regulatory jurisdiction over Palm x
Beach County as well as fifteen other counties. The following permits must be obtained
from this agency:
♦ Consumptive Use Pertuit — 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 a joint application to ra
SFWMD and the USACOE. The ERP for the Town's WTP will provide a
requirements for the on-site stormwater management system, as well as address
n
any wetland mitigation and management requirements.
♦ Dewatering 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 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, state 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 1882.500 per year, and do not include
annual site leasing, 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 casements,
deeds and titles required.
8-1
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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
, _,-_ 7 $334,300
ance,
1. Membrane replacement cost are based on 5 year membrane life. Other facilities
with similar water quality have lasted longer than 5 years with proper O&M.
♦ 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 of service and comparing them toexisting 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 facilifies.
♦ Identity 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 9
Implementation 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.
a
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9-1 f
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 stale
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-
243-7316 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
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2004 Annual Water Quality deport L
May 31, 2005
Page 3
b
Action Level (AL) — the concentration of a contaminant, which, if exceeded, triggers treatment or
r
other requirements, which a water system must follow. a '
X
ND — None detected Q7
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 tap water is safe to drink the EPA prescribes regulations to limit the
amount of certain contaminants water provided by public water systems. FDS regulations
establish limits for contaminants in bottled water that must provide the same protection 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
These people should seek advice and drinking water from their health care providers, immune system disorders, some elderly, and infants can be particularly at risk from infections.
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
Gulf Stream Process Mechanical Conceptual Desi n Criteria
l)nit Process
Sulfuric Acid Feed Systems
Parameter
Concentration
93% to 95%
Injection Points
Pre -Cartridge Filters (Raw Water)
Number of Metering Pumps
Pre-Degasifier (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
1100 gallons
Tank Material
High Density Polyethylene (HDPE)
Tank Accessories
Level Indicator
Pipe and Valving Material
Level Switches (High and Low)
CPVC with Secondary Containment
Scala Inhibitor Feed System
Concentration
Neat Solution Diluted to Approximately 50%
Injection Points
Post -Cartridge Filters
Number of Metering Pumps
2 (1+1 spare)
Metering Pump Accessories
Calibration Columns
Pulsation Dampener
Back -pressure Valve
Bulk Tank Size
Flow Indicator
Tole
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% RecoverylrDH
610 gpm @570 It
Pump Type
Vertical Turbine
Pump Material Type
316 SS
Horsepower
200 hp
Drive
Variable Frequency Drive
ROdesgn-cdteri2Rev041306/Sheet1
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Gulf Stream Process Mechanical Conceptual Desi n Criteria
Unit Process
Degasifier
Parameter
Number of Degasifier
1
Treatment Capacity
1.75 mgd
Degasifier Diameter
8 feet
Minimum Packing Height
15 feet
Overall Height
30 feet
HZS Removal Efficiency
X95%
Number of Blowers
2 (1+1 backup)
Blower Capacity
7000 scfm at 10" W.C.
Horsepower
20 hp
Off -Gas Odor Control Scrubber
Type
Scrubber Diameter
2 -Stage Caustic/Chlorine Scrubber
Minimum Packing Height
5 feet
10 feet
Chemical Additions
Chlorine - 2nd Stage
Recirculation pumps
Caustic - 1st and 2nd Stage
Number
4 total, 2 per Scrubber, (1+1 backup)
Capacity
150 gpm @ 60 ft
Horsepower
5 hp
Make-up Water
14 gpm to Stage 1 Scrubber, 1 gpm to Stage 2 Scrubber
Clear mall
Footprint
40 feet by 20 feet by 8.5 feet
Capacity
50,000 gallons
Product/Golf Course Water Transfer Pumps
Number of Pumps
2+1 Backup
FlowfrDH per pump
700 gpm @ 65 feet
Pump Type
Horizontal Split Case/End Suction
Pump Material Type
316 SS
Drive
Constant Speed
Horsepower
20 hp
Permeate Make-up Supply
Use water from Irrigation system without chlorine
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8/22/2006
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ream Process Mecnanlcal
nonce tual Design Criteria
Unit Process'Parameter
indium Hypochlorlto Fead System
Concentration
10-15%
Injection Points
Post-Degasifier (Product Water)
Number of Metering Pumps
Product Water Injection: 2 (1+1 spare)
Metering Pump Accessories
Scrubber System: 2 (2nd stage -1+1 spare)
Calibration Columns
Pulsation Dampener
Back -pressure Valve
Bulk Tank Size
Flow Indicator
5,500 gallons
Tank Material
HDPE
Tank Accessories
Level Indicator (Manual)
Transfer Pump
None - Feed from Bulk
Pipe and Valving Material
PVC with Secondary Containment
Ammonia Gas Storage and Feed System
Storage
150 lb cylinders
Number of Cylinders
2+1 backup
Injection Point
Post-Degasirier (Product Water)
Gas Feed System
Vacuum Solution Type
2 -Vacuum Regulators
Automatic Vacuum Switchover Module
High/Low Vacuum Alarm
Automatic Feed Rate Valve
Remote Manual Flaw Meter
Ejector
Water Solenoid Valve
Ammonia Gas Leak Detector
calcite Beds
Number of reactors
2
Type
FRP Pressure Vessel
Capacity
4000 gallon
Diameter
12
Height
8 R
mished Water Ground Storage Tank
Type
Prestressed Concrete
Capacity
600,000 gallons
Diameter
70 it
Shell Height
21 ft
Overall Height
28 it
Golf Course Ground Storage Tank
Type
Prestressed Concrete
Capacity
600,000 gallons
Diameter
70 ft
Shell Height
21 it
Overall Height
28 ft
s sgn-criteria Rev041306/Sh a et1
8122/2006
WSA report
Project: Gulfstream
Prepared By: Troy Lyn
Globaltech, Inc.
System Design Overview
0
Pagel oft
ROSA v6.0 ConfigDB 35240039
Case: 1
4/11/2006
Raw Water TDS 7926.54 mg/I % System Recovery (7/1) 75,00
Water Classification Well Water SDI <3 Fouling Factor (Pass 1) 0.85
Feed Temperature 24.8 C
Pass N
Pass I
Stage H
I 2
Element Type
BW30LE-440BW30LE-440
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
14.52 gfd 11.57 gfd
Permeate Bock Pressure
15.00 psig 15.00 psig
Booster Pressure
0.00 psig 150.00 psig
Chemical Dose
Energy Consumption
4.04 kWh/kgal
Permeate Flux reported by ROSA is calculated based on ACTIVE membrane arca DISCLAINIER: NO WARRANTY, EXPRESSED OR
IMPLIED,AND NO WARRANTY OF MERCHANTABILITY OR FITNESS, IS GIVEN. Neither FilmTcc Corporation nor The Dow
Chemical Company assume liability for results obtained or damages incurred from the application of this information. FilmTec Corporation
and The Dow Chemical Company assume no liubility, if, as a result orcusto aces use orthe ROSA membrane design sollwnre, 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\GulfStream\1339\Docs\Gulfstream0l Overview.html 8/22/2006
OSA Detailed Report
reverse Osmosis System Analysis for FILMTECTm Membranes
roject: Gulfstream
'ray Lyn, Globalteclt, Inc.
Pagel of 3
ROSA v6.0 ConfigDB 35240039
Case: 1
4/1(/2006
roject Informatian:Potable and irrigation demand of 1.75 mgd max day. Assume two 875000 gpd units
ystem Details
"ed Flaw to Stage 1
810.67 gpm
Pass I Permeate Flow
608.02 gpm
Osmotic Pressure•.
.aw Water Flow to System
810.67 gpm
Pass I Recovery
75.000/.
Feed
80.84 psig
:ccd Pressure
265.03 psig
Feed Temperature
24.8 C
Concentrate
310.71 prig
:ouling Factor
0.85
Feed TDS
7926.56 mg/I
Average
195.77 psig
:hem. Dose
None
Number of Elements
147
Average NDP
121.78 psig
blol Active Arca 64680.00
R2
Average Pass I Flux
13.54 gfd
Powcr
147.50 kW
Nater Classification: Well Water SDI < 3
158.15
91.29
Specific Energy
4.04kWh/kgal
ilage Element #PV HElc
Feed Feed
Flow Press
Recire Cone
Flow Flow
Cone Perm
Press Flow
Avg Perm
Flux
Boost Penn
Ca
210.00
210.00
449.71
Press
Press TDS
6.93
(gpm) (Prig)
(gpm) (EPm)
(psig) (gpm)
Will (Psig)
(psig) (mg/1)
I BW30LE-440 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
Flus reported by ROSA is calculated based on ACTIVE membrane arca. DISCLAIMER NO WARRANTY, EXPRESSED OR IMPLIED,AND
iRANTY OP MERCHANTABILITY OR FITNESS, IS GIVEN. Neither FihnTec Corporation nor The Dow Chemical Company assume liability
s obtained or damages incurred front Ilse application of this information. FilmTce Corporation and The Dow Chemical Company assume no
if, as a result of customers use of the ROSA membrane design software, the customer should be sued for alleged infringement of any patent not
rcommlled by the FilmTec Corporation nor The Dose Chemical Company.
:\Projects\GulfStrearn\1339\Docs\GulfstreamOl.html 8/22/2006
E
Pass Streams
(mg/I us Ion)
Name
Feed
Adjusted Feed
Concentrate
Singe 1 Stage 2
Smgc 1
Permeate
Smge 2
Total
\1114
1.00
1.00
2.04
3.62
0.10
0.19
0.13
K
7310
73.00
155.06
283.18
2.08
5.13
2.95
Nn
2346.89
2346.91
4987.63
9114.72
64.67
158.15
91.29
Mg
250.00
250.00
535.29
985.56
3.44
8.39
4.85
Ca
210.00
210.00
449.71
828.09
2.83
6.93
4.00
Sr
16.00
16.00
34.26
63.09
0.22
0.53
0.30
Ba
0.03
0.031
0.06
0.12
0.00
0.00
0.00
CO3
1.60
1.601
7.46
22.89
0.00
0.00
0.00
11CO3
183.02
183.02
380.16
675.20
5.66
13 42
7.87
NO3
0.50
0.50
0.78
1.10
0.26
0.42
0.30
Cl
4300.00
4300.00
9148.35
16736.47
109.83
268.78
155.10
F
0.50
0.50
1.06
1.93
0.02
0.04
0.02
SO4
530.00
530.00
1137.35
2098.65
5.10
12.44
7.19
Enron
0.00
0.00
0.00
0.00
'.()'1
0.00
SiO2
14.00
44.00
29.97
55.18
0.19
0.48
0.28
CO2
4.77
4.77
7.02
12.38
5.32
8.48
6.22
TOS
7926.54
7926.56
16869.20
30869.79
194A0
474.89
274
H
7.50
7.50
7.56
7.47
6.18
6.32
-11=11
6.24
Flus reported by ROSA is calculated based on ACTIVE membrane arca. DISCLAIMER NO WARRANTY, EXPRESSED OR IMPLIED,AND
iRANTY OP MERCHANTABILITY OR FITNESS, IS GIVEN. Neither FihnTec Corporation nor The Dow Chemical Company assume liability
s obtained or damages incurred front Ilse application of this information. FilmTce Corporation and The Dow Chemical Company assume no
if, as a result of customers use of the ROSA membrane design software, the customer should be sued for alleged infringement of any patent not
rcommlled by the FilmTec Corporation nor The Dose Chemical Company.
:\Projects\GulfStrearn\1339\Docs\GulfstreamOl.html 8/22/2006
E
ROSA Detailed Report
scaling Calculations
PH
Raw Water
Adjusted Peed
Concentrate
Longelier Saturation Index
7.50
7.50
Stiff & Davis Stability Index
0.41
0.41
1.47
1.51
Ionic Strength (Metal)
0.01
0.01
0.57
TDS(mg/I)
0.\G
.16
0.63
I IC03
79_'6 51
79266.56
30869.79
CO2
183.02
183.02
675.20
CO3
4.77
4.77
12.37
CaSO4 (916 Saturation)
1.60
1.60
22.89
DaSO't (% Saturation)
6.93
6.93
34.49
SrSO4(%Saturation)
80.43
80.43
3443.253.25
CUP2 (% Saturation)
21.85
?1.85
101.84
Si02 (% Saturation)
6.98
6.98
408.34
Mg(OH)2 I% Saturation)
11.24
11.24
44._9
0.01
0.01
0.03
To balance: 0.02 mg/I No added to feed.
1339\Docs\Gulfstream0 Lhtml
Page 3 of 3
8/22/2006
,joct name: Well Water Permeate flow:
flow: 608.00 gpm
amended 810.7 gpm Raw water flow: 810.7 qpm
Pump press.: 371.1 psi Booster pump pressure:
pressure: 346.8si 100.0 psi
P Permeate throttling(All st.) 15,0 psi
'.water Temperature: 24.8 C(77F) Permeate recovery: $
d water pH: 7.00 75.0
Element age:
m dose, ppm (100$): 16.3 H2SO4 Flux decline % 3.0 years
dified feed CO2; 21.3 Per year: 7.0
Salt _ rage flux rate: 19.9 fd Feed passage increase, %/yr; 10.0
g type: Well Water
go Perm. Flow/Vessel Flux Beta Conc.6Throt. Element
Flow Feed Conc Elam, Array
gpm
Pressures Type No.
9Pm Spm gfd Psi psi
476.8 57.9 23.8 17.5 1.11 315.2 15,0
131.2 47,7 29.0 9,6 1.04 383.9 15.0 �PA3 98 14x7
49 7x7
Elam Feed Pros Perm Perm Beta Perm Conc Concentrate saturation level
no, Pres drop flow Flux sal osm CaSO4 SrSO4 BaSO4 S1O2 Lang.
psi psi gpm gfd
TDS pros
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 80.5 121.3 11 55 123 15 '0.3
4 328.4 4.2 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
1 912.3 5.7 9.6 16.5 1.09
2 140.8 222.2 23 116 255 27 1.1
406.7 5.0 3.8 13.6 1.09 148.8 240.5 26 130 286 29 1.2
3 401,7 4.4 3.2 11.4 1.08 158.4 263.9 28 144 316 32
9 397.3 3.9 2,5 1.3
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 1B9 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 (Europa) Ph: 31 5465 88355 Fax: 31 5465 73288
(16/39)
TABLE2
MAXIMUM RESIDUAL DISINFECTANT LEVELS
Abbreviations Used: mg/L = milligrams per liter;
MRDL = maximum residual disinfectant level.
STAGE I MAXIMUM CONTAMINANT LEVELS FOR DISINFECTION BYPRODUCTS
Abbreviations Used: MCL = maximum contaminant level;
mg/L = milligrams per liter.
X
M
a
CL
MAXIMUM CONTAMINANT LEVELS FOR 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 became effective January 22, 2004.
t
t
ro
X
tT
'c
t
0
c
X
TABLE 7: MONITORING FREQUENCIES AND LOCATIONS
T OR
DUP
APPLIGOIMTY
IN111AL00.R01ffIhE
MIONRONNO
PIUGOER
THAI
ISii
IN[MASES
INCREASED MONITORING
ilUGOERTiAT
REDpc
mu.ITM— NO
REDUCEDMONDORHNG
MONITORING
LOCATION(S)
ropr
OIY SYSTEIS
INCREASES
COON SUBPARTH
P�FDG
AroNRORING
SYSTEMS
ST-`�
MONTTURIN
SYSTEMS SYSTEMS
MIONITORLW
OWSYSLF.MS SURFARTH
LOGTIONIST
CW54 NR4CWBI
ISMIPLE EVERY9YGR5
SMESYSTEMS
I SAMPLE QUARTERLY
SYSTESAMPLINGI NOT
[RVSYSTFTLS
MELIi'>
ISMELE
SMCEMBIP
NO SAMPLING REQUIRED
NOTE I
54 NIT:CWSI
13AAIPLE ISAMPL9
ANNUALLY QUARTERLY
GW SYS.
wTDI
ISMIPLE —
SUBPARTHSYS.
—
PLANT ERif
—
OWSYS. WIITI
ANNIALAVO
SMELER
QUARTERLY
ACCHtTT4
INJNIlA4Y
__
PUNT
QUARTERLY
W.:OFMCE
Tf1A1@ IL4AI L
UTSTI
M�
PENTTO EGIST.
PERSONS
PEILSONS
QUAIITERLY
QUARTERLY
DURING
SYS, DURING
PLANT
II4I31
AIAC1fl-ER< LOF
QUARtIRWTDI
NORMAL
SUBPART HSPS.
QUARTERLY
HIGHEST MOLT
OPERATING
nvj,
ISAMPLEANNUALLY
NITRATE
I SMELEQUARTEILLYCONDITIONS
SMIIU.E>
AVO
—
—
MCL OR
SOC140mATER
WATEaiEm.
NITRITE
SAMPLE:
ANNIAL A
5UCOPpICL
ms' . NNCwSI
I SAMPLE I SAMPLE
YRANNUALLY
SAM1
MEL
1 SAMPLEQUAIOERLY
FOUR
SEE ROU INEMONTTORINO
YEAEARSS
MNSECUDVE
STLGrmMOPMICL
EVERY PNRY
CWS'V MSI
AODINOA
ISMmLE
PER
ASTERS <MEL
OIV SYS.
POINTTO DIST.
ISMIPLE PER
Tau
DWNPCRANTk
SYS.DURINO
PLANT
NTGIAVGOP
ANNUAL
PER
ANRUALAVG
TREATMENT
PER
NORMAL
SFAVIN05mm
PLAN'
QUARTERLY
SAAULE>
TREATMENT
PLANT
OPERATING
PLANT EERY
uWNLIVSI
SAMPLES
IDNITILY;S[p
9.999 PERSONS
ANNUALLYAltl
CONDITIONS
S
40DIN0
IMOTETULTIPLE
lYl'Ap5
PLANT
14(1)
B.DRINHOR
CONSECUTIVE
DURING
OTEI
ILORMIINES
MONTROP
YMMORLIMI
S. 1[ NT
ISMIIUA DRILY
A4mlE.
DDITIONN.I-SAMPLESET
WARMEST
14(I)
IEDRINE
M[L
DIEFOLLOR'INOOAY
MOWN OF
OTE]
KNUDE
If
WATURTEIP
x
'TT
3;_'
AI'MJGBILITY
MONITCORROUTINE
nroNTTMRINp
T4VER
INCRHASED MIONITOpING
THAT
REDUCEDhIONITOMNO
ropr
INCREASES
P�FDG
AroNRORING
MONTTURIN
MIONITORLW
LOGTIONIST
IDV
SYSTEMS
SURPAR 11
SYSTEMS
—EV SYSTEMS SUBPARTII
[RVSYSTFTLS
CWSYNII:LTVSI
ISMELE
J4MIPLFS PFA
—
SYSTEMS;
"STEMSII
SYSTEMS
ME
S11C
ADDINOA
[TANT@
PER
TREATMENT
PLANT ERif
—
OWSYS. WIITI
ANNIALAVO
5Z KI PER
TMATMEFIT
ISMD9A
IPA
NOTE)
•
SERVIN
PUNT
QUARTERLY
Tf1A1@ IL4AI L
PLANT
M�
PERSONS
PEILSONS
QUAIITERLY
LRh OFMC4
ANNUALLY
PLANT
II4I31
SUBPART HSPS.
QUARTERLY
WITAVG ANNUAL
MUNTR
AVO
WARMEST
WARMEST
SOC140mATER
WATEaiEm.
ANNIAL A
T IL
A
STLGrmMOPMICL
CWS'V MSI
AODINOA
ISMmLE
PER
ISAMPLEMP.
7RP.ATA1[NT
OIV SYS.
ISMmLUOIYSYS.WNI
ISMIPLE PER
Tau
DWNPCRANTk
TMATAIENT
PLANT
NTGIAVGOP
ANNUAL
PER
ANRUALAVG
TREATMENT
PER
SFAVIN05mm
PLAN'
QUARTERLY
SAAULE>
TREATMENT
PLANT
TDDI@IIAAIL
PLANT EERY
TREAT W
9.999 PERSONS
ANNUALLYAltl
.
QUARTERLY
IBI:pFM[L F00.]
lYl'Ap5
PLANT
DURING
CONSECUTIVE
DURING
ANNUALLY
MONTROP
YMMORLIMI
MONTH OF
DURING
WARMEST
OP MCL FOR
WARMEST
MOWN OF
WATURTEMI
If
WATURTEIP
WARMEST
SYS. wTIH
WATER
ANNUAL AVO
TEMP.
SOUItM-WAM
TUCL4.BMM@
ANNUALAVO
TDIM@ HAAT I
LOHOPMCL
MSIlNNCWSI
ADDING
ISMG7APERTRGTMENT
AVG OF
I SANIPLA PERTREATAE?IT
f.UVSYS.WITII
tTI
OWNPELTAMk
ANNUALLY DEUNGMONTII
OF WAEIET WATERTEIC
ANNUAL
PLANEQUARTERLY
ANNUAL VG
SERVING<IR9
SAMPLES.
TTHM@ARRAI
PERSONS
MR
LM:OFMCLFOR]
CONSECRS
YEAD NIX
ofK111
OFARI TORI
YEAR
x
'TT
3;_'
0?
Abbreviations used: CWSs = community water systems; SOC = synthetic organic contaminant;
GW SYSTEMS = ground water systems; TOC - total organic carbon;
HAA5 = haloacetic acids (five); TTHM= total trihalomethanes;
MCL - maximum contaminant level; TWSs = transient non -community water systems;
MOIL = milligrams per liter, VOC = volatile organic contaminant.
NTNCWSs = non -transient non -community water systems;
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 coliforms 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 lake three samples as close to the first customer as possible at intervals of at least 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 afler the entrance to the distribution system (i.e., booster 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 lire 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
lime 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 iouline monthly or
additional three -set samples in the distribution system; each three -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 6: For initial base point monitoring, systems shall take four consecutive quarterly samples during the first thrce-year
compliance period. If a system does not detect 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 62-550.518(2), F.A.C.
NOTE 9: Systems shall conduct repeat 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 final 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 far 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
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1VIATHEI
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-Lfr. IVilliatn Thrasher
October /S, 2002
Page 2 of
We appreciate the opportunity to work on this project for the Town. If you have any immediate
questions or comments regarding the report, please contact me at 561-478-7961.
Sincerely,
MATHEWS CONSULTING, INC.
Barron . Caronitc, P.E.
Senior Engineer
11 Enclosure
11
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4
11
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I
S:\Projeets\GultStream\I 144\docs\Trans1ettcr 2.doc
Section 1
Background and Scope of Study
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.
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 -1-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.
1 Mathews Consulling 1-1
Section 2
Evaluation of Service Area and Wastewater Flows
Wastewater Service Area
I The Town is divided into five sub areas:
Sub -Area A: Properties lying south of the Gulf Stream Golf Course and LVftf
Ocean Boulevard (925-1919 Ocean Boulevard).
♦ Sub- rea B: Properties lying north of and including the Gulf Stream Golf Course
and ast 'f Ocean Boulevard (2401-3851 Ocean Boulevard).
♦ Sub -Area C: Properties lying south of the Gulf Stream Golf Course and es of
Ocean Boulevard.
♦ Sub -Area D: Properties lying north of the Gulf Stream Golf Course and W6*of
Ocean Boulevard.
'A -
'0 ♦ Sub -Arca G: Properties within the P.ls+�ae__`_Au Soleil 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:
♦ 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
h
I
Table 2-1
Service Area and Wastewater Flowrate Summary
■ Nates:*Usedforcalculatingjlowprojections
F■' **Based an Town of GolfSlream's allowable zoning denslN
I
1. Mathews Consulting 2-3
Existing
Allowable
Difference
Average
Maximum
Sub-
Area
Number
Number or
Number or
Daily Flow
Daily Flow
Peak Hour
Area
Zonin •
(Acres)
of Units
Unita**
Unity
( d)
(• p d)
Flaw (> m)
�•A
RS
18.56
19
39*
4-20
9,750
I9,500
2031
RM
2.56
40*
20
-20
10,000
20.000
20.83
.OR
130
-
_
11141
-190 = t91'IS
—
—
—
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
—
1 96> , o -Io
1: qc7
_
C
RS
55.24
44
116*
+72
29.000
58,000
60.42
RM
0.74
4*
4
0
1.000
2.000
2.08
P
5.42
—
—
—
_
nLlo
D
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
—
_
tiI-L IaC)
c+o 14p
L
RS
46.11
94
96*
+2
24,000
48,000
50.00
Snhtntnl
RS
223.40
324
468
+144
117,0(H)
234,000
243.75
RM
13.57
195
83
-112
48,750
97,500
10155
Total:
165,750
331,9(H)
345.30
■ Nates:*Usedforcalculatingjlowprojections
F■' **Based an Town of GolfSlream's allowable zoning denslN
I
1. Mathews Consulting 2-3
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 Lift 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.
Mathews eonsulling 3-1
EN
Section 3
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.
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
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.
S♦ System D:
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.
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.
ISystem D-2, which serves the properties located at County Road, Sea Road, and
Bermuda 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 3-3
LIFT STATION MANIFOLD SCHEMATIC
WITH MAJORITY OF FLOW TO DELRAY BEACH
ALTERNATIVE 1
16 GPM 85-GPK
EL. 5.0 AL 9.0
81 GPM
EL 5.0
BOYNTON
BEACH 0-3
45 GPM
EL. 20.0
13 GPM
DELRAY
BEACH
GRAVITY
EL. 25.0
38 GPM
ED DELRAY
_ BEACH
50 GPM
LIFT STATION MANIFOLD SCHEMATIC SPLIT SYSTEM
BOYNTON BEACH
16 GPM
GI
85 GPM
EL. 9.0
81 GPM
EL. 5.0
BOYNTON
BEACH o -a
MATHEWS
CONSUL .TING `INC.
ALTERNATIVE 2
DELRAY BEACH
45 GPM
EL. 20.0
A
GRAVITY
1600' EL. 25.0
400' 650'
C-3 C-2
13 GPM 38 GPM
E DELRAY
50 GPM BEACH
Section 3
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 80' Street) and Andrews Avenue. From this intersection, the flow is directed approximately
Mathews Consulting 3-6
Section 3
Design, Construction and Operation Considerations
IGravity 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 mechanicaVelectrical 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 fora 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
main is 8 -inches in diameter. The minimum slope for an 8 -inch diameter he is 0.45/o 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 Consulting 3.8
Section 3
contractor's ;workers and equibment. 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 significant landscape feature would be permitted within the limits of
the easement.
I 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.
Construction 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 ConsuldRI,, 3-10
Cohinn A
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
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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 5-1
Attachment B
Detailed Cost Proposals
Muthews Consulting B-1
Engineer's Opinion of Probable Construction Cost
Town of Gulf Stream
Gravity System # A - Flow to Delray Beach
Item.
Description
Quantity
Unit
Unit Cost
Total
1
e" Pipe (10-12' cut)
475
LF
S60.00
528,500.00
2
8" Pipe (12-14' cul)
725
LF
S75.00
554,375.00
3
B" Pipe (14-16' cul)
725
LF
5100.00
572,500.00
4
B" Pipe (16-18' cut)
875
LF
S125.00
5109,375.00
5
4' Manhole (10-12' cul)
2
EA
55,500.00
511,000.00
6
4' Manhole (12-14' cul)
3
EA
57,000.00
521,000.00
7
4' Manhole (14-16' cut)
2
EA
S10,000.00
320,000.00
B
4' Manhole (16-18' cut)
2
EA
S15,000.00
530,000.00
9
6" sewer service with C.O. Residential
39
EA
$700.00
$27,300.00
10
6" sewer service with C.O. Mulilfamily
2
FA
51,000.00
42,000.00
11
Lift Station A (18' deep wet well)
1
LS
$125,000.00
S125,000.00
12
Electrical Service to Lift Station
1
EA
510,000.00
$10,000.00
13
4" Force Main Pipe
1600
LF
S1B.00
528,1100.00
14
Roadway Restoration
2800
LF
S100.00
5280,000.00
Subtotal:
5819,850.00
Contingency Includes:
25916
5204,962.50
General Condlllons, Overhead, Profit
MobilizationlDemoblllzation
Site Work - Unknown Condition
Engineering, Surveying 8 Legal Fees
15%
5122,977.50
Total Estimate:
$1,147,790,00
• Estimate does not Include cost of easements, properly acquisition, easements, etc.
• Estimate does not Include cost of private lift stations
Nota:
Since Engineer has no control over the cost of labor, materials, equipment at services furnished by
others. a over the conimclorls)' methods of determining prices, or over competitive bidding or market
conditions, Engineers opinions of probable Construction Cost provided lot herein are to be made on the
basis of Engineers experience and qualifications and represent Engineers best judgement as an
experienced and qualified engineer familiar with the construction Industry; but Englneor cannot and does
not guarantee that proposals, bids or actual Total Project or Construction Costs will not vary from
opinions of probable cost pmearod by Engineer
Print Data: 10/10/2002
Engineer's 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" Pipe (8-10' cut)
1955
LF
550.00
$97,750.00
4
8" Pipe (10-12' cut)
350
LF
560.00
$21,000.00
5
4' Manhole (0-6' cut)
4
EA
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' cul)
5
EA
54,600.00
$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
EA
5700.00
$36,400.00
10
6" sewer service with C.O. Multifamily
5
EA
$1,000.60
$5,000.00
11
Lift Station B (12' deep wet well)
1
LS
5115,000.00
$115,000.00
12
Electrical Service to Lift Station
1
EA
510,000.00
510,000.00
13
4" Force Main Pipe
3100
LF
518.00
$55,800.00
14
Roadway Restoration
6000
LF
5100.00
5600,000.00
Subtotal:
51,100,550.00
Contingency Includes:
25%
$275,137.50
General Conditions, Overhead, Profit
Mobilization/Demobilization
Site Work - Unknown Condition
Engineering, Surveying & Legal Fees
15%
$165,082.50
Total Estimate:
$1,540,770.00
- Estimate does not Include cost of easements, property acquisition, easements, etc.
- Estimate does not Include cost of private lift stations
into;
Ince Engineer has no central over the cost of labor, materials, equipment or sernces furnished by
/hers, or over the conlraclor(s)' methods of determining prices, or over competitive bidding or market
ndilions, Engineers opinions of probable Construction Cost provided for herein are to be made on the
asis of Engineers experience and qualifications and represent Engineers best Judgement as an
.pefionced and qualified engineer familiar with the construction industry, but Engineer cannot and does
of guarantee that proposals, bids or actual Total Protect or Construction Costs will not vary from
Inions of probe ble cost prepared by Engineer.
Pdnl Dale: 10110/2002
Engineer's Opinion of Probable Construction Cost
Town of Gulf Stream
Gravity System # C-2 - Flow to Delray Beach
Item
Description
Quantity
Unit
Unit Cost
Total
1
2
8" Pipe (6.8' cut)
8" Pipe (8-10' cut)
1555
LF
$40.00
$62,200.00
3
8" Pipe (10-12' cut)
1250
125
LF
LF
$50.00
$60.00
$62,500.00
$7,500.00
4
5
4' Manhole (6-8' cul)
4' Manhole (6-10' cul)
10
EA
$3,200.00
$32,000.00
6
4' Manhole (10-12' cul)
3
EA
$4,600.00
$13,800.00
7
6" sewer service with C.O. Residential
2
15
EA
EA
$5,500.00
$700.00
$111000.00
$10,500.00
8
6" sewer service with C.O. Mulltfamily
4
EA
$1,000.00
$4,000.00
9
LIB Station C-2 (11' deep wehweil)
1
LS
$60,000.00
$60,000.00
10
Electrical Service to LIR Station
1
EA
$7,500.00
$7,500.00
11
12
4" Force Main Pipe
Roadway Restoration
650
LF
$18.00
$11,700.00
3,000
LF
$60.00
$180,000.00
Subtotal:
$462,700.00
Contingency Includes:
25%
$115.675.013
General Conditions, Overhead, Profit
Mobilization/Dem ob it iza llon
Site Work - Unknown Condition
Engineering, Surveying & Legal Fees
15%
$69,405.00
Total Estimate:
$647,780,00
• Estimate does not Include cost of easements, properly acquisition, easements, etc.
• Estimate does not Include cost of private Ilft stations
Since Engineer has no control over the cost of labor, materials, equipment or services furnished by
thers, or over the contractor(s)' methods of delerm[Zg prices, or over competitive bidding or market
ndiliens, Engineer's opinions of probable Construction Cost provided for herein are to be made an the
osis of Engineer's experience and qualifirallons and represent Engineers best judgement as an
xporienced and qualified engineer familiar with the construclian Industry; but Engineer cannot and does
of guarantee that proposals, bids or actual Total Project or Construction Costs will not vary from
nininn"nr—h.w.—,.....--.- —
Print Dale: 10/1012002
Engineer's Opinion of Probable Construction Cost
Town of Gulf Stream
Gravity System ff D-1 - Flow to Delray Beach or Boynton Beach
1
r
Item
Description
Quantity
Unit
Unit Cost
Total
1
2
8" Pipe (0.6' cul)
8" Pipe (5-8' cut)
250
LF
535.00
$8,750.00
3
8" Pipe (8-10' cul)
4710
2395
LF
LF
$40.00
550.00
$188,400.00
$119,750.00
4
5
8" Pipe (10-12' cul)
8" Pipe (12-14' cut)
1975
LF
$60.00
$118,500.00
6
8" Pipe (14-16' cut)
1400
300
LF
LF
575.00
S100.00
$105,000.00
$30,000.00
7
4' Manhole (0-6' cut)
1
EA
$2,500.00
52,500.00
8
9
4' Manhole (6-8' cut)
21
E4
$3,200.00
$67,200.00
10
4' Manhole (8-10' cut)
4' Manhole (10-12' cut)
10
EA
$4,600.00
$46,000.00
11
4' Manhole (12-14' cut)
6
5
EA
EA
55,500.00
$33,000.00
12
4' Manhole (14-16' cul)
1
EA
$7,000.a0
$101000.00
$35,000.00
$101000,00
13
6" sewer service with C.O. Residential
123
EA
$700.00
$86,100.00
14
6" sewer service with C.O. Mulilfamily
1
EA
511000.00
51,000.00
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
510,000.00
17
4" Force Main Pipe
700
LF
$18.00
$12,600.00
18
Roadway Restoration
11030
LF
5100.00
$1,103,000.00
Subtotal:
$2,091,800.00
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:
$2,928,520.00
' Estimate does not Include cost of easements, property acquisition, easements, etc.
' Estimate does not Include cost of private lift stations
r✓olp:
Since Engineer has no control over the cost of labor, materials, equipment or services furnished by
(hers, or over the coniractogsl' methods of determining prices, Of aver competitive bidding or market
ndilions, Engineers opinions or probable Construction Cost provided rof herein are to be made on the
osis of Engineers experience and qualifications and represent Engineers best judgement as an
�nxporienced and qualified engineer familiar with the construction Industry, but Engineer cannot and does
not guarantee that proposals, bids or actual Total Project or Construction Costs will not vary room
opinions of probable cost prepared by Engineer.
Print Dale: 10/10/2002
Engineer's Opinion of Probable Construction Cost
Town of Gulf Stream
Gravity System # D-3 - Flow to Boynton Beach
1
8" Pipe (6-8' cul)
""" ""'
900
LF
unit mos[
540.00
2
5
8" Pipe (8-10' cul)
4' Manhole (0-6' cut)
300
LF
550.00
6
4' Manhole (6-8' cut)
3
5
EA
EA
52,500.00
53,200.00
7
9
4' Manhole (8-10' cut)
2
FA
S4,600.00
6" sewer service with C.O. Residential
10
EA
$700.00
10
6" sewer service with C.O. Mulitfamily
2
EA
511000.00
14
Roadway Restoration
1200
LF
560.00
Subtotal:
Contingency Includes:
General Conditions, Overhead, Profit
25%
Mobilization/Demobilization
Site Work - Unknown Condition
Engineering, Surveying & Legal Fees
15%
$7
$16
S7
541,
' Estimate does not include cost of easements, property acquisition, easements, etc.
• Estimate does not Include cost of private lift stations
ince Engineer has no cantrol over the cast of labor, materials, equipment or services furnished by
Ihers, or over the canlraclor(s)' methods of determining prices, or over competitive bidding or markel
ndillons, Englneer's opinions of probable Construction Cost provided for herein are to be made on the
asls of Engineers experience and qualifications and represent Engineer's best judgement as an
xpadanced and qualified engineer familiar wilh the canslruction industry-. but Engineer cannot and does
of guarantee that pmposals, bids or actual Total Project or Construction Costs will not vary Imm
Inions of probable cost nmmar,.n by c.,,a.,a.,-
Print Dole: 1011012002
Engineer's Opinion of Probable Construction Cost
Town of Gulf Stream
Low Pressure System #A
em Description quantity Unit Unit Cost
1 . Residential Low Pressure Grinder Station 19 EA
2 Multifamily Low Pressure Gdnder Station 50,000.00
3 4" Force Main Pipe 2 $35,000.00
4 Roadway Restoration 3000 LF $18.00
3000 LF $20.00
Subtotal:
Contingency Includes:
General Conditions, Overhead, Profil 25%
Mobilizallon/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 coal or labor, manab
te, equipment or services furnished
or over the conlraetogsy methods of deermining prices, or over mmpeUtive bidding or mai
ons, Engineers opmlons of probabla Contraction Cost provided for herein are to be made on
or Engineers espenenoe and qualifications and represent Engineers best Judgement es
:aced and qualified engineer familiar with the construction Industry, but Engineer cannot and dr
granted that pmposats, bids or edual Total Project or Conatmetion Costs will not vary Ir
Is of probable cost menarnn h� r„„ o,,....
Print nate10/1012002
Engineer's Opinion of Probable Construction Cost
Town of Gulf Stream
Low Pressure System 1119 - Flow to Boynton Beach
Item
Description
quantity
Unit
Unit Cost
Total
i ,
Residential Low Pressure Grinder Station
28
EA
58,000.00
$224,000.00
2
Multifamily Low Pressure Grinder Station
6
EA
535,000.00
5210,000.00
3
4" Force Main Pipe
6300
LF
518,00
$113,400.00
4
Roadway Restoration
6300
LF
520.00
5126.000.00
Subtotal:
$673,400.00
Contingency Includes:
25%
5168,350.00
General Conditions, Overhead, Profit
MobllizationlOemobilization
Site Work - Unknown Condition
Engineering, Surveying & Legal Fees
15%
5101,010.00
Total Estimate:
$942,760.00
Estimate does net Include cost of easements, property acquisition, easements, etc.
to:
Since Engineer hes no control over the cost of labor, materiels, equipment or saNces furnished by
(hers, or over the contractor(,)' methods of determining prices, or over competitive bidding or market
ndillons. Erginmes opinions of Probable Construction Cost provided for herein em to be made on the
ppals of Engineers experience and qualifications and represent Engineers best judgement as an
xporienced and qualified engineer familiar with the construction Industry. but Engineer cannot and does
of guarantee that proposals, bids or actual Total Project or Construction Cosh vall not vary from
Inions of probable cosi pMpaMd by Engineer
Print gate: 10!1020112
Engineer's Opinion of Probable Construction Cost
Town of Gulf Stream
Low Pressure System k C-2
Itemuescrtpuon
Quantity
Unit
Unit Cost
1
Residential Low Pressure Grinder Station
23
FA
58,000.00
2
Multifamily Low Pressure Grinder Station
1
EA
535,000.00
3
4" Force Main Pipe
3000
LF
518.00
4
Roadway ResloralJon
3000
LF
$20.00
Subtotal:
Contingency Includes:
General CondlBons, Overhead, Profit
Mobil IzaBonlDemobilizatlon
Site Work - Unknown Condition
Engineering, Surveying & Legal Fees
25%
15% $49,950.00
Estimate does not Include cost of easements, properly acquisition, easements, etc.
ole:
Inas Engineer has no ci ntrai aver the cost of lobar, mmedala, equipment or services furnished b
then, of over the mnlroctodsy methods of determining prices, of wet mmpaulive bidding or marke
3ndilbns. Engineers opinions of probable Construction Coal provided for herein are to be made on lh
sets of Engineers experience and qualifications and represent Engineers best judgement as a
spedencad end qualified engineer familiar YAM the construction Industry: but Engineer cannel and doe
of guarantee that proposals, bids or actual Total Project or Construction Costa will not vary fror
pinions of probable cast prepared by Engiriear.
Print Dale: 10110r2002
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 -
Descrlptlan
Residential Low Pressure Grinder Station
Quantity Unit
Unit Cast
Total
2
Multifamily Low Pressure Grinder Station
15 EA
56,000.00
$120,000.00
3
4" Force Main Pipe
2 EA
$35,000.00
$70,000.00
4
Roadway Restoration
2200 LF
516.00
539,600.00
2200 LF
520.00
$44,000.00
Subtotal:
5273, 600.00
Contingency Includes:
General Conditions, Overhead, Profit
25%
SfiQ,4g0.90
Moblllzallon/Demobilizallon
'
Site Work - Unknown Condition
Engineering, Surveying & Legal Fees
15%
541,040.00
Total Estimate:
5363,040.00
Estimate does not Include cost of easements, property acquisition, easements, etc,
Note:
�SInca Engineer has no control aver the coat of labor, ee
materials, equipment or sams furnished by
others, or over the Wr1mclods)' methods of dolamiining prices, or over competitive bidding or market.
conditions. Engineers opinions of probable Construction Cost provided for herein am to be made an the
basis of Engineers experience and qualifications and represent Engineer's best Judgement as an
experienced and qualified engineer familiar wdh the conslructbn Industry, but Engineercannot and does
not guarantee that proposals, bids of actual Total Project or Construction Costs will not vary from
opinions of probable cot o e red by Engineer
Print Dale: 10110=2
Engineer's Opinion of Probable Construction Cost
Town or Guir Stream
Low Pressure System # E - Flow to Delray Beach
—,.....
1 Residential Low Pressure Grinder Station 94 EA
..,,,....,..
$8,000.00
local
S752,000,00
2 4" Force Main Pipe 6520 LF
3 Roadway Restoration
S18.00
S117,360.00
6520 LF
$20.00
5130,400.00
Subtotal;
5999,760.00
Contingency Includes:
General Conditions, Overhead, Profit
25%
5249,940.00
Moblliza tion/Demobilization
Site Work - Unknown Condition
Engineering, Surveying 8 Legal Fees 15% 5149.964.90
' Estimate does not Include cost of easements, property acquisition, easements, etc.
ale:
Ince Engineer hos no control over the cast of labor, materials, equipment or servims furnished by
liters. or over the cantroctorls)' methods of determining prices, or over competitive bidding or marks
ndilans, Engineers apinbns of probable Conabuction Cast provided for herein are to be made an the
osis of Engineers espellenm and qualifimllons and represent Engineers best Judgement as an
spedanced 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
Inions 01 probable cast Plailared by Engineer.
Print Date' 10110/7002
F
CONTRACT FOR THE DISPOSAL OF
PRETREATED SANITARY SEWAGE
THIS AGREEMENT
made and entered into thisd� o
day of�_, 1999,
by and through the CITY OF DELRAY BEACH, Palm Beach County,Florida, a municipal
corporation, organized and existing under 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
VI'HEREAS, the CITY owns and operates a Wastewater Transmission System and
matntams treatment capacity at the South Central Regional Wastewater Treatment and Disposal
Board's Plant; and
VI-HEREAS, the CUSTOMER owns and operates a sewage collection systemth
wr
i transmission system discharging
ging 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
tinder which the CITY 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 agreemetu; 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
C'
2. Prohbited Discha ; Treatment
r es. Maintenance; Inspection. 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
CUSTONIER'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 Lf it has
i
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 carry such liability ;nsuranCe as would protect the other when either
enter onto the property of the other for any purpose authorized in this Agreement
3. Sampling• The quality 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
as the circumstances dictate. The CITY shall give the CUSTOMER
[furry (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 an or before the
30'h 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 Requirements. 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 CUSTONMR'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 Re air 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 daze 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 ($100) per day may be assessed by the CITY against the CUSTOMER for each day said
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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 nezessary and proper for enforcing the performance thereof.
17. Invalid Provision; Im ossibili or Im racticabili . 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
shaii continue in fall 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.
=o• 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 WITNESS 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
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