HomeMy Public PortalAboutGulf Stream 10 Year Capital Improvement Plan10 Year
Capital Improvement Plan
FINAL
JUNE 2018
TOWN OF GULF STREAMTOWN OF GULF STREAMTOWN OF GULF STREAMTOWN OF GULF STREAM
Mathews Consulting
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Town of Gulf Stream
10-Year Capital Improvements Plan
Table of Contents
Page
Section 1 Introduction
1.1 Executive Summary ............................................................................................................... 1-1
Section 2 Water Distribution System
2.1 Project Background ............................................................................................................... 2-1
2.2 Project Purpose and Scope ................................................................................................... 2-1
2.3 Service Area .......................................................................................................................... 2-2
2.4 Water Distribution System ..................................................................................................... 2-4
2.5 Interconnects with Other Municipalities ................................................................................. 2-5
2.6 Existing Water Quality ........................................................................................................... 2-5
2.7 Population Projection............................................................................................................. 2-6
2.8 Historical Water Demands and Level of Service .................................................................... 2-7
2.9 Future Redevelopment .......................................................................................................... 2-9
2.10 Water Demand Projections .................................................................................................. 2-10
2.11 Water System Condition Assessment ................................................................................. 2-11
2.11.1 Background ................................................................................................ 2-11
2.11.2 Distribution System ..................................................................................... 2-11
2.11.3 Fire Hydrants .............................................................................................. 2-12
2.11.4 Interconnects .............................................................................................. 2-12
2.11.5 Summary of Assessment Findings .............................................................. 2-12
2.12 Water System Hydraulic Analysis ........................................................................................ 2-13
2.12.1 Model Development .................................................................................... 2-13
2.12.2 Model Performance Criteria ........................................................................ 2-14
2.12.3 Base Demand Distribution .......................................................................... 2-15
2.12.4 Model Calibration ........................................................................................ 2-15
2.12.5 Model of Future Condition ........................................................................... 2-15
2.12.6 Model Performance ..................................................................................... 2-16
2.12.7 Fire Flow Analysis ....................................................................................... 2-16
2.12.8 Summary of Model Results and Recommendation of Improvements.......... 2-19
2.13 Summary and Recommendations ....................................................................................... 2-20
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Table of Contents (Cont.)
Page
Section 3 Roadway and Stormwater
3.1 Project Background and Purpose .......................................................................................... 3-1
3.2 Scope of Work ....................................................................................................................... 3-1
3.3 Field Investigation .................................................................................................................. 3-2
3.3.1 Pavement Analysis ....................................................................................... 3-2
3.3.2 Stormwater Survey ....................................................................................... 3-6
3.4 Roadway Rehab Strategies ................................................................................................... 3-8
3.5 Additional Stormwater Conditions ........................................................................................ 3-11
Section 4 Implementation
4.1 10-Year CIP Implementation ................................................................................................. 4-1
Appendices
Appendix A – Bulk Water Agreement
Appendix B – Consumer Confidence Report
Appendix C – Water Demands by Customer Class
Appendix D – Hydraulic Model Layout
Appendix E – Hydraulic Model Results
Appendix F – Roadway Pavement Investigation
Appendix G – Results of Roadway Survey (FDOT)
Appendix H – Community Rating System Fact Sheet
Appendix I – Town Commission Briefing on CIP Findings (March 2018)
Appendix J – FDOT Underdrain Detail
List of Tables
Table 1.1 Infrastructure Breakdown.................................................................................................. 1-1
Table 1.2 10-year Capital Improvements Plan ................................................................................. 1-3
Table 2.1 Existing System Pipe Characteristics ............................................................................... 2-4
Table 2.2 Pipe Age ........................................................................................................................... 2-4
Table 2.3 TAZ Population Projections .............................................................................................. 2-6
Table 2.4 Levels of Service .............................................................................................................. 2-9
Table 2.5 Water Demand Projections ............................................................................................. 2-10
Table 2.6 Hydraulic Model C-Factor ............................................................................................... 2-13
Table 2.7 ISO Fire Flow Requirements .......................................................................................... 2-14
Table 2.8 Water Distribution System Performance Criteria ........................................................... 2-14
Table 2.9 2030 Flow Conditions at Max Day – Fire Hydrant Table................................................. 2-17
Table 2.10 Distribution Improvements for Increased Fire Flow ........................................................ 2-19
Table 3.1 FEMA Community Rating System .................................................................................. 3-12
Table 4.1 Implementation Schedule of One-time Projects ................................................................ 4-2
Table 4.2 Implementation Schedule of Ongoing Projects ................................................................. 4-3
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Table of Contents (Cont.)
Page
List of Figures
Figure 2-1 Existing Potable water Distribution System ...................................................................... 2-3
Figure 2-2 Traffic Analysis Zone (TAZ) Map ...................................................................................... 2-7
Figure 2-3 Water Consumption Data ................................................................................................. 2-8
Figure 2-4 Fire Flow Project Upgrades ............................................................................................ 2-18
Figure 3-1 Roadway Wear and Defects ............................................................................................. 3-2
Figure 3-2 Roadway Breakdown by Condition ................................................................................... 3-4
Figure 3-3 Roadway Condition Atlas.................................................................................................. 3-5
Figure 3-4 Storm Sewer Atlas ............................................................................................................ 3-7
Figure 3-5 Strategy A, B and C Cross Sections ............................................................................... 3-10
Figure 4-1 Implementation Map ......................................................................................................... 4-4
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Items Unit Quanity
6-Inch Watermain L.F.36,453
12-Inch Watermain L.F.6,846
Fire Hydrants E.A.49
Storm Sewer Pipes L.F.9,375
Stormwater Structures E.A.121
Intracoastal Storm Outfalls E.A.14
Public Roadways L.F.37,895
Town of Gulf Stream
Infrastructure Breakdown
Section 1
Introduction
1.1 Executive Summary
The Town of Gulf Stream (Town) commissioned Mathews Consulting, a Baxter & Woodman Company (MC)
to prepare a 10-year Capital Improvement Plan (CIP) for the Town’s potable water, stormwater and roadway
systems. MC’s scope included reviewing pertinent historical Town records, creating an inventory list of the
Town’s infrastructure, complete field inspections to verify existing infrastructure conditions, and building a
hydraulic model for the potable water system. MC reviewed and analyzed the Town’s system and developed
a recommended 10-year CIP which includes a breakdown of projects and cost estimates in order for the
Town to use as a roadmap to ensure timely repair and replacement of critical public infrastructure.
Using GIS provided maps, meetings and field inspections MC reviewed and compiled a master list of the
Town’s existing infrastructure (Refer to Table 1.1) The findings conclude that no local public infrastructure
has yet reached critical failure and, as detailed further within this report, the Town has a good backbone for
the primary layout and function of its infrastructure systems.
Table 1.1
However, MC’s analysis established that there are areas within the Town that are more critical and require
replacement. These areas include:
1) Potable Water System – Major sections of the existing potable water main system are reaching the
end of their expected service life. MC recommends the Town begin planning and budgeting for the
replacement of these older watermains. Section 2 provides additional detail on the Town’s potable
water system.
2) Local Drainage – Ponding and nuisance flooding issues are prevalent along the edge of public
roadways within the “core” area of Town. Many of these issues can be resolved with grading and
other strategies as part of reconstructing the existing roadways. As many of the water mains under
these same segments are targeted for replacement, a “holistic approach” is recommended to
Section 1
Introduction
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address these infrastructure issues together. Section 3 provides additional detail on the Town’s
roadway and stormwater systems.
The “holistic approach” will allow the Town to replace the water main as part of roadway reconstruction
projects which will also include roadway grading, drainage inlet adjustment and roadway paving to address
the primary local infrastructure issues together. The 10-year CIP Priorities Summary, Table 1.3, has
developed three tiers of needs based upon the assumption of completing work “worst-first”. In total over $10.3
million of projects have been identified.
In May 2018, the Town Commission approved a Resolution to adopt this 10-year CIP as a basis for moving
forward to address the Town’s existing public infrastructure. The recommended Implementation Schedule,
Table 4.1 and Table 4.2, includes all of the recommended projects for the 10-year plan while also considering
other local impacts including:
• Impacts on Residents – a holistic approach of addressing all critical infrastructure as part of one
area project is recommended to limit the number to times a road is “dug-up” adjacent to
homeowners.
• Economy of Scale – projects are sized and grouped in order to secure the best contractor pricing.
• Local Priorities – Town staff provided input on local planning and cash flow considerations and
determined that completing large construction projects every other year (2020, 2022, 2024, 2026
and 2028) provided local benefits to the Town and its residents.
The Implementation Schedule is a guide for moving forward and should be reviewed by Town staff annually
as part of the budget cycle. The projects recommended in this plan will address the aging water main system
and drainage concerns in the “Core Area” while reconstructing or resurfacing all of the Town’s public roads.
By adopting this plan and starting implementation the Town is making a strong commitment to maintain its
public infrastructure and preserve the quality of life for the Town’s residents.
Section 1
Introduction
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Table 1.2
Town of Gulf Stream Rehab Strategies:
10-year Capital Improvement Plan (CIP) A - roadway resurfacing with minimal utility work
Priorities Summary (February 2018) B - water main replacement with trench paving and roadway resurfacing
C - roadway reconstruction with grading/drainage improvements and water main replacement
TIER 1:
Location
Rehab
Strategy
Length
(LF)CIP Cost1 CIP Support Cost2 Total CIP Cost
Ongoing Annual
Cost Notes
Active storm system maintenance ---$ -$ -$ 40,000.00$ Annual system cleaning and repair program including outfall maintenance
Bermuda Lane reconstruction C 363 182,952.00$ 36,590.40$ 219,542.40$ -$
3140 Polo Drive new storm sewer outfall -145 64,300.00$ 2,500.00$ 66,800.00$ -$ Design is underway; CIP support costs reflect field observations-only
Tier 1 Sub-totals-247,252.00$ 39,090.40$ 286,342.40$ 40,000.00$
TIER 2:
Location
Rehab
Strategy
Length
(LF)CIP Cost CIP Support Cost Total CIP Cost
Ongoing Annual
Cost Notes
Old School Road reconstruction C 832 419,328.00$ 83,865.60$ 503,193.60$ -$
Gulf Stream Road reconstruction C 2,205 1,111,320.00$ 222,264.00$ 1,333,584.00$ -$ Includes relocating rear yard water main to front and looping
Oleander Way reconstruction C 785 395,640.00$ 79,128.00$ 474,768.00$ -$
Polo Drive reconstruction C 1,030 519,120.00$ 103,824.00$ 622,944.00$ -$
Middle Road reconstruction C 485 244,440.00$ 48,888.00$ 293,328.00$ -$
Tangerine Way and Emerald Row resurfacing A 747 134,144.00$ 13,414.40$ 147,558.40$ -$ Includes 8-inch water main from Tangerine Way to Canary Walk
Remainder of A1A water main replacement to Sea Rd 3550 887,500.00$ 221,875.00$ 1,109,375.00$ -$
Tier 2 Sub-totals-3,711,492.00$ 773,259.00$ 4,484,751.00$
TIER 3:
Location
Rehab
Strategy
Length
(LF)CIP Cost CIP Support Cost Total CIP Cost
Ongoing Annual
Cost Notes
Remainder of Place Au Soleil resurfacing A 5,571 475,392.00$ 47,539.20$ 522,931.20$ -$
Remainder of Core reconstruction C 7,033 3,544,632.00$ 708,926.40$ 4,253,558.40$ -$
Hidden Harbor and Pelican Lane reconstructio B 1,937 660,300.00$ 132,060.00$ 792,360.00$ -$ Includes additional 6-inch water main replacement in easement
Tier 3 Sub-totals-4,680,324.00$ 888,525.60$ 5,568,849.60$
TIER 1, 2 and 3 TOTAL-8,639,068.00$ 1,700,875.00$ 10,339,943.00$
Other CIP Considerations:
Project CIP Cost CIP Support Cost Total CIP Cost
Ongoing Annual
Cost Notes
Town-wide Water Meter Replacement Program (7-10 years)-$ -$ -$ 40,000.00$ Ongoing replacement schedule for water meters
FEMA CRS Program (currently a rescinded rating 10)-$ 15,000.00$ 15,000.00$ 5,000.00$ Reestablished level 8 = $28,500 annual insurance premium savings
Note 1. CIP costs are assumed to be 2018 construction estimates with a 20% contingency
Note 2. CIP support costs include engineering design and field observation services
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Section 2
Water Distribution System
2.1 Project Background
The Town of Gulf Stream (Town) has an aging water distribution system, which was mostly installed in the
1940s, 50s, and 60s. The water distribution system is approaching the end of its expected useful life. The
Town has not observed a decrease in levels of service to the water distribution system but wants to implement
a water Capital Improvements Plan (CIP) prior to any future difficulties.
2.2 Project Purpose and Scope
The Town is requesting assistance from Mathews Consulting a Baxter and Woodman Company (MC) in the
preparation of their 10-year CIP for the potable water distribution system. The purpose of this proposal is to
provide a review of the existing systems, identify required improvements with costs and recommend a 10-
year planning strategy for scheduling the completion of the work. The purpose of this report is to create a
plan of action in order to keep the Town system in good working condition. The following tasks were
completed under this scope of work:
♦ Data Collection and Needs Assessment – updated Town population projections, reviewed
historical water demand and consumption data, established updated water LOS (Level of Service)
for per capita demands, and assessed future water needs and projected future demands based on
population and development projections for the water system.
♦ Water System Condition Assessments – conducted field investigations of the water system
components, identified known problems within the system and assessed the condition of the
components for renewal and replacement requirements.
♦ Hydraulic Modeling – updated the Town’s hydraulic model of the water distribution system and
assessed its capacity to accommodate future water demands and fire flow requirements.
♦ CIP Project List and Cost Evaluation – provide the Town with a list of water distribution system
capital improvement projects and associated project and upgrade costs.
♦ Final Report – documented the above tasks and prepared a recommendation of upgrades,
recommended implementation schedule, and construction cost estimates.
Detailed results of these activities are listed in subsequent sections of this Report.
Section 2
Water Distribution System
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2.3 Service Area
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 two golf courses.
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 Au Soleil, provide
the water supply to the Town. The Town also maintains a 6-inch emergency interconnect with the City of
Boynton Beach to the north along A.1.A/Ocean Boulevard. The Town owns and maintains the water
distribution system within its service area. Refer to Figure 2-1 for a map of the Towns potable water
distribution system.
Section 2
Water Distribution System
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Section 2
Water Distribution System
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Estimated Installation
Period Pipe Diameter (inch)Total Linear Feet Pipe Age from 2017
(years)
3 1,950 57-77
4 7,950 57-77
6 20,500 57-77
1950's 12 1,250 67
1960's 8 2,200 57
1980's 12 750 37
6 1,050 27
12 300 27
2005 4 150 12
2007 12 6,700 10
1990's
1940 - 1960
Note: System age breakdown provided by Harvel Utility Construction, Inc. in 201
Town of Gulf Stream
Pipe Age
Pipe Diameter (inch)Pipe Material Total Linear Feet
3 Asbestos-Cement (Transite)781
4 Asbestos-Cement (Transite)5,998
6 Asbestos-Cement (Transite)27,240
8 Asbestos-Cement (Transite)1,128
12 Polyvinyl Chloride 9,220
44,367
Town of Gulf Stream
Existing System Pipe Characteristics
Total Linear Feet of Potable Watermain
Note: System pipe characteristics calculated using Town of Gulf Stream GIS (2017)
2.4 Water Distribution System
The water distribution system consists of a piping network covering approximately 0.83 square miles, and is
essentially built-out. The piping network is made up of 3-inch to 12-inch piping. The majority of the system
is 6-inch and was installed in the 1940s, 1950s, and 1960s. Refer to Table 2.1 for a breakdown of pipe
diameters, material and linear feet of pipe and Table 2.2 for a breakdown of system pipe diameter and pipe
age.
Table 2.1
Table 2.2
Section 2
Water Distribution System
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2.5 Interconnects with Other Municipalities
The water distribution system is supplied by three (3) interconnects that exist between the Town and
neighboring water suppliers. 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 Au Soleil, provide the water supply to the Town. The current bulk agreement is based on a
1,000 gallons usage fee and has no maximum capacity limit.
The Town also maintains a 6-inch emergency interconnect with the City of Boynton Beach to the north along
A.1.A/Ocean Boulevard. See Appendix A for the City of Delray Beach and City of Boynton Beach bulk water
agreements.
2.6 Existing Water Quality
The Town’s existing water quality complies with all State and Federal drinking water quality requirements for
public water supply systems. The only water quality problem documented by the Town consists of periodic
decline of chloramines residual in the distribution system. The Town has added a chlorinator to add chlorine
to the system in order to maintain a chloramines residual as required by the drinking water regulations.
Every year, the Town distributes a Consumer Confidence Report (CCR) documenting the results of water
quality testing for the previous year. A copy of the latest CCR is included in Appendix B.
Section 2
Water Distribution System
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TAZ % in Area 2017 2020 2025 2030
391 74%605 609 623 640
392 100%358 360 367 377
521 33%54 55 56 58
1,017 1,023 1,045 1,074
Note: Source PBC Planning Department 2015 Population Allocation Model
TOTAL
Town of Gulf Stream
TAZ Population Projection
2.7 Population Projections
Each year, the Bureau of Economic and Business Research (BEBR) at the University of Florida prepares the
official population projections, in five-year intervals, for each Florida county. Since BEBR issues only a single
countywide figure for each county, the Planning Division of the Palm Beach County (PBC) Planning
Department annually allocates these figures to smaller geographies for localized planning efforts.
The population projections developed for the Town are based on the PBC Planning Departments’ 2015
Population Allocation Model. The projected population for the Town of Gulf Stream service area was
estimated by overlaying a map of the Town’s service area onto PBC’s GIS base map containing population
segregated into Traffic Analysis Zones (TAZs) (refer to Figure 2-2). Population projections for the entire
Town were developed by assessing a percentage of service area located within each TAZ and summing the
population projections of the individual TAZs within the overall service area. The population summary of the
final population projections are included in Table 2.3.
Table 2.3
Section 2
Water Distribution System
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Section 2
Water Distribution System
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2.8 Historical Water Demands and Levels of Service
Two years of data, December 2015 to November 2017, was evaluated to establish recent historical potable
water demands for the Town. Consumption data records from the Town’s billing accounts, as well as master
meter water flow data from the Town’s three (3) connections were reviewed and summarized.
Consumption data was organized into the following sub-categories: Single-family residential, Multi-family
residential, Nonresident, Irrigation, Reserve and Public meters. The Town’s historical customer water
demands by customer class are summarized and shown in Figure 2-3. A complete summary of the Town’s
historical potable water consumption data is provided in Appendix C. Calculated single family, multi-family,
and commercial water demands include irrigation usage.
Section 2
Water Distribution System
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Figure 2-3
Section 2
Water Distribution System
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Service Item Value
Single Family Residential Water Demand 1,515 gal/day/unit
Multi-Family Residential Water Demand 2,404 gal/day/unit
Average Person per Household*2.54
Aggregate Per Capita Finished Water Demand 602 gal/day/capita
Max Month : Min Month, Max Day Demand Factor 1.42
Instantaneous Peak : Max Day Demand Factor 2.00
Minimum Water Distribution System Pressure at
Peak Hour Flow 45 psi
Minimum Water Distribution System Pressure at
Fire Flow Condition 20 psi
Minimum Fire Flow Requirements 1,000 gpm Residential
* Note: Per U.S. Census 2015 data.
Water Demand
Other LOS Criteria
Based upon the historical demand evaluation, Table 2.4 shows the Levels of Service established for the
Town:
Table 2.4 Level of Service
2.9 Future Redevelopment
The Town’s service area is predominantly “built-out”. Future land area changes are anticipated to be minimal,
and the Town has adopted a policy of limiting redevelopment, maintaining existing low density housing within
the Town. As of the completion of this report, the Town has no development/redevelopment projects.
Section 2
Water Distribution System
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2.10 Water Demand Projections
The population projections established under Section 2.7 were coupled with the projected Levels of Service
established under this Section 2.8 to develop water demand projections for the Town. The water demand
projection worksheet is listed below in Table 2.5.
Table 2.5
Based on the projections presented above, the Town is anticipated to have a total consumed water flow
(average day) of .64 MGD and a maximum day demand of .91 MGD in the Year 2030. This is an increase
from 2017 consumed flows of 5% or .03 MGD average day flow and .04 MGD maximum day flow by year
2030. This slow increase can be contributed to the Town’s buildout and limited redevelopment.
The Town’s bulk water agreement with the City of Delray provides no maximum capacity. Based on the
projections above, the current agreements are sufficient to meet the 10-year water supply needs of the Town
(through Year 2030).
2017 2020 2025 2030
Population 1,017 1,023 1,045 1,074
%Growth 0.59%2.15%2.75%
Projected Avg Metered Water Flow, MGD 0.65 0.65 0.66 0.68
Projected Max Day Metered Water Flow, MGD 1 0.92 0.92 0.94 0.97
Projected Avg Consumed Water Flow, MGD 0.61 0.61 0.63 0.64
Projected Max Day Consumed Water Flow, MGD 1 0.87 0.87 0.89 0.91
1. Projected Max Day = Avg. Day x 1.42 Max Day Factor
Town of Gulf Stream
Water Demand Projections
Section 2
Water Distribution System
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2.11 Water System Condition Assessment
2.11.1 Background
As previously noted, the Town’s potable water service area encompasses a 0.83 square mile coastal region
in south Palm Beach County. The Town’s existing water distribution and fire hydrant system are provided in
Figure 2-1.
The Town’s water distribution system consists of the following major components:
♦ Distribution System
♦ Fire Hydrants
♦ Interconnects (with neighboring utilities)
MC met with the Town to identify improvements needed to meet the Town’s existing needs and future water
demand conditions.
2.11.2 Distribution System
The potable water distribution system is made up of 3-inch to 12-inch diameter piping, with the majority being
6-inch diameter. The oldest water mains were installed in 1940’s making them 70 plus years old. These
water mains are asbestos-cement (transite), and they were installed within the roads. One section of 6-inch
was installed within an alleyway. Most of the water mains were installed in the 1940’s, 1950’s and, 1960’s.
The distributions system is aging and requires replacement within the next 10 years.
The Town relocates and exercises all valves once a year. The town also performs flow tests on the east and
west side of the intercostal once per year in order to evaluate pressure and flow conditions at various points
within the Town.
The Town performs manual reads on all meters once every two (2) months. During the manual reads each
meter is visual inspected for wear and tear. The meters were installed in the 1950’s and are replaced as
needed by maintenance staff.
2.11.3 Fire Hydrants
There are approximately 50 fire hydrants located with the Town’s water distribution service area. The existing
fire hydrants throughout the Town’s water distribution system vary in age and type, but most fire hydrants
appear to be in working condition and easily accessible. The town flushes ten (10) hydrants each week and
paints all hydrants once per year as part of their maintenance program.
Section 2
Water Distribution System
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2.11.4 Interconnects
Three (3) interconnects exist between the Town of Gulf Stream and neighboring water suppliers. These
interconnects can be used to maintain water supply within the Town and supply additional flow during an
emergency, or to provide emergency water to the neighboring utility. The Town periodically tests the
emergency connection with Boynton Beach. The City of Delray Beach is responsible for maintaining the
meter and interconnects to the Town.
2.11.5 Summary of Assessment Findings
Based upon the results of the field investigations and discussions with Town staff, the Town’s water
distribution system, in general, is in good condition. In order to maintain long-term operation of the system,
the town has implemented several programs:
♦ Weekly hydrant testing
♦ Annual hydrant painting
♦ Annual flow testing
♦ Annual valve relocates
♦ Annual valve exercising
♦ Bi-monthly inspection of water meters
It is recommended that the Town continue these maintenance programs to ensure prolonged life of the
distribution system. Detailed costs and scheduling associated with all of these improvements are provided
in Section 4.
Section 2
Water Distribution System
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Material Installation Date C-Factor
PVC Before 1980 130
PVC After 1980 140
A.C. (Transite)Before 1980 120
Town of Gulf Stream
Hydraulic Model C-Factors
2.12 Water System Hydraulic Analysis
2.12.1 Model Development
The Town of Gulf Stream contracted with Mathews Consulting (MC) to perform a 10-Year Capital
Improvements Plan. A computerized hydraulic model of the Town’s water distribution system was developed
for the existing water distribution system using Bentley's WaterCAD® V8i hydraulic modeling software. The
model was created utilizing water main and fire hydrant atlases and GIS data that depicted the size and
locations of all existing water mains and the location and identification number of all existing fire hydrants.
Elevations of the water distribution system were assumed to be 3 feet below grade. The model was
completed, tested and calibrated.
MC met with experienced Town staff to determine the level of improvements that had occurred since the
Town’s system was originally installed. These improvements were incorporated into the model. Refer to
Appendix D for a layout of the 2017 hydraulic model piping network.
This hydraulic model uses the Hazen-Williams equation for pressure head loss through the pressure pipes.
Table 2.6 shows the relative roughness coefficient or C-factors applied to the pipes through this hydraulic
model.
Table 2.6
Section 2
Water Distribution System
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Flow Condition Minimum System Pressure (psi)
Maximum Daily Flow 50
Peak Hour Flow 45
Town of Gulf Stream
Water Distribution System Performance Criteria
Use Type Fire Flow Required at 20
psi (min) pressure (NFF20)
Maximum Daily Flow 50
Peak Hour Flow 45
Town of Gulf Stream
ISO Fire Flow Requirements
2.12.2 Model Performance Criteria
The criteria that determines whether a water distribution system and its representative hydraulic model is
satisfactory or requires improvements is typically defined by its ability to deliver required peak hour flow rates,
as well as the ability to deliver fire flow rates at a minimum system pressure during Maximum Daily Flow.
The minimum required fire flow at 20 psi is referred to as NFF 20. The City of Delray Beach has an ISO fire
protection rating of PC2, and the water distribution system is required to provide the flow rates and pressure
listed in Table 2.7 for fire protection to maintain this ISO rating:
Table 2.7
For the purpose of this analysis, the system was modeled using a minimum pressure of 63 psi. The City of
Delray Beach told MC they provide a normal pressure of 63 psi to the Town. The system performance criteria
for normal system operation was established by MC and summarized and listed in Table 2.8 below:
Table 2.8
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2.12.3 Base Demand Distribution
The Town’s water distribution service area was divided into 36 “zones” or sub-areas. The historical customer
demand analysis presented in Section 2.10 was used to distribute the customer's demands evenly to all of
the water demand junctions within each of the 36 zones. This was accomplished by sorting the customer
data by address and assigning each customer account to a designated “zone”. The next step consisted of
summing the historical water demands or flow within each zone and dividing each zone's flow by the number
of model junctions within each zone to determine each junction's demand rate per zone. The individual zone
demand rates were applied to each junction and established as the base demand distribution of the model.
This “base demand” was used as the initial run of the model. The historical billing data from December 2015
– November 2017 was used in this exercise.
2.12.4 Model Calibration
Calibration of a hydraulic model is important in order to validate the model's output and provide confidence
that the model is accurately representing the performance of the system. There was one locations that a
major 12 inch water main (N. Ocean Avenue) had been installed. The piping configuration was revised and
changes incorporated in the model. The relative roughness coefficient or C Factor of the pipes were adjusted
to account for the aging infrastructure and field conditions.
However, the only pressure or flow data recovered from the system was extracted from an ISO study. This
study tested two (2) fire hydrants for flow and pressure conditions. The flow and pressure called out in the
ISO report were equivalent to the data measured in the model.
2.12.5 Model of Future Conditions
The “base demand” model described above was modified to analyze future condition by applying the future
water demand projections and piping improvements required to meet fire flow requirements of the system.
Models were developed to represent future average daily flow (ADF) conditions, maximum daily flow (MDF)
conditions, peak hour flow (PHF) conditions, and fire flow conditions.
The peaking factor applied for this Study is modified from the standard peak hour flow (PHF). Industry
standard historically reveals a PHF:ADF factor to be approximately 2.0.
The demand projections described in Section 2.10 were allocated globally throughout the model for the
“2030 Flow” condition. This approach stresses the system to reveal any future deficiencies of the system.
The future water demand projections presented in Section 2.10 were the basis used to increase the base
model demands by using a ratio of the future demand compared to the base 2017 demand. In addition to
the future demand projections, a leakage rate of 7% was also added to the future demand projections based
on calculated values from the master meter records. The leakage rate represents unaccounted for water
loss in the system downstream of the master meter and prior to the customer’s meter. The unaccounted for
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water percentage is based on the Town’s historical water loss accounting reporting and a separate MC
analysis.
The maximum daily flow (MDF) system demand was determined and distributed throughout the model
similarly to the future demand projections by multiplying the ADF by the ratio of ADF to MDF presented in
Section 2.8. This ratio of MDF:ADF is 1.42.
2.12.6 Model Performance
The Town's goal for peak hour flow is to maintain a system pressure greater than 45 psi. The model produced
very good results for future peak hour conditions, as system pressures range between 50 and 63 psi during
future peak hour, MDF flow conditions. Refer to Appendix E for model results.
2.12.7 Fire Flow Analysis
As described in Section 2.12.2, satisfying the fire flow requirements of a water distribution system is typically
the design limiting condition of the system. This is the case for the Town’s water distribution system. The
WaterCAD® V8i hydraulic modeling software is very useful and well adapted for this analysis. The fire flow
requirements of the system are incorporated into the model so that a fire flow demand range is applied to
each hydrant until the upper limit of the range is met and the minimum system pressure is reported; or, the
available fire flow at that hydrant is reported for when any other junction in the system decreases to 20 psi.
This available fire flow at 20 psi is referred to as AFF 20. For this analysis, the upper limit for the fire flow
analysis was set at 3,000 gpm.
The initial model runs showed that the existing water distribution system requires improvement. The results
found hydrants to be deficient. The deficiencies were identified by fire hydrants that are not meeting the
performance requirements reported in Section 2.12.2. The deficiencies occur in the 2017 existing system
fire flow scenario. However, when identifying areas in the system to upgrade in order to meet a healthy fire
flow condition, the 2030 models must be run. The 2030 fire flow scenario found 16 of the 50 hydrant do not
meet the required fire flow conditions. The deficient hydrants are located throughout the town and not in one
individual area.
MC ran a 2030 fire flow model and upgraded different pipe segments in the water distribution system in order
to provide the required fire flow in the future. After the projects were identified and the model was run, all the
Town’s fire hydrants met the requirements reported in Section 2.12.2. Refer to Table 2.9 for a list of deficient
hydrant pre and post system improvements. Refer to Figure 2-4 for the recommended water distribution
upgrades to meet fire flow requirements.
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Pressure
(psi)
Fire Flow
(Available) (gpm)
Satisfies Fire
Flow
Constraints?
Pressure
(psi)
Fire Flow
(Available)
(gpm)
Satisfies Fire
Flow
Constraints?
H-2 1,000 3,000 50 779 FALSE 50 1,100 TRUE
H-9 1,000 3,000 51 852 FALSE 51 1000 TRUE
H-23 1,000 3,000 51 845 FALSE 51 1,032 TRUE
H-24 1,000 3,000 51 858 FALSE 51 1,019 TRUE
H-27 1,000 3,000 50 441 FALSE 50 1000 TRUE
H-28 1,000 3,000 50 484 FALSE 50 1,178 TRUE
H-29 1,000 3,000 50 535 FALSE 50 1,273 TRUE
H-30 1,000 3,000 50 670 FALSE 50 1,541 TRUE
H-31 1,000 3,000 50 857 FALSE 50 1,212 TRUE
H-32 1,000 3,000 50 853 FALSE 50 1,170 TRUE
H-35 1,000 3,000 50 875 FALSE 50 1,756 TRUE
H-36 1,000 3,000 50 879 FALSE 50 2,174 TRUE
H-37 1,500 3,000 50 1,075 FALSE 50 1,799 TRUE
H-38 1,000 3,000 50 671 FALSE 50 1,709 TRUE
H-39 2,000 3,000 50 1,083 FALSE 50 2,553 TRUE
H-UNK-6 1,000 3,000 50 774 FALSE 50 1,090 TRUE
H-UNK-8 1,000 3,000 50 916 FALSE 50 2,231 TRUE
H-UNK-6 is located near 2520 Avenue Au Soleil
H-UNK-8 is located near 3268 Lakewview Drive
Fire Flow
(Needed)
(gpm)
Fire Flow (Total
Upper Limit)
(gpm)
With No CIP Upgrades With CIP Upgrades
Town of Gulf Stream
2030 Flow Conditions at Max Day
Fire Hydrant Table
Label
Table 2.9
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Hydrant, Area and Issue Improvement
H-2 and H-UNK-6. Southern loop of
Avenue Au Soleil
<1,000 gpm NFF20
Increase 325 LF section of 6 inch to 8 inch on Avenue Au
Soleil
H-9, H-31, H-32, H-35, H-36, H-37, H-
38, H-39 and H-UNK-8
<1,000 gpm NFF20
Increase 3,550 LF section of 6 inch to 10 inch on N Ocean
Boulevard
H-23 and H-24. Southern section of
distribution system
<1,000 gpm NFF 20
Increase 400 LF section of 4 inch to 6 inch on Driftwood
Landing
H-27, H-28, H-29, H-30. Northern
section of distribution system.
<1,000 gpm NFF20
Increase 1,750 LF section of 6 inch to 8 inch on Little Club
Road and N. County Road
H-38
<1,000 gpm NFF20 Increase 1,000 LF section of 4 inch to 6 inch on Oleander Way
Town of Gulf Stream
Distribution Improvements for Increased Fire Flow
2.12.8 Summary of Model Results and Recommendation of Improvements
The performance of the Town's water distribution system proves to be excellent for providing the required
pressure and flow during all PHF model runs. However, all fire flow model runs identified areas of
deficiencies. The hydraulic model demonstrates that much of the system does not meet the minimum NFF 20
described in Section 2.12.2. However, updating the distribution system in several areas (refer to Figure 2-
4) helps create additional flow capacity and provides sufficient fire protection flow to the Town. Refer to
Table 2.10 for a summary of the required improvements. Costs for the improvement projects can be found
in Section 4.
Table 2.10
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2.13 Summary and Recommendations
The Town of Gulf Stream (Town) has an aging water distribution system, which was mostly installed in the
40s, 50s, and 60s. The water distribution system is approaching its projected useful life. The Town is
requesting assistance from Mathews Consulting a Baxter and Woodman Company (MC) in the preparation
of their 10-year CIP for the potable water distribution system.
MC performed a population and historical water analysis to project the Towns water demand needs for 2030
future flow conditions. Based on the projections presented above, the Town is anticipated to have a total
consumed water flow (average day) of .64 MGD and a maximum day demand of .91 MGD in the Year 2030.
This is an increase from 2017 consumed flows of 5% or .03 MGD average day flow and .04 MGD maximum
day flow by year 2030. This slow increase can be contributed to the Town’s buildout and limited
redevelopment.
A computerized hydraulic model of the Town’s water distribution system was developed for the existing water
distribution system using Bentley's WaterCAD® V8i hydraulic modeling software. The model was created
utilizing water main and fire hydrant atlases and GIS data that depicted the size and locations of all existing
water mains and the location and identification number of all existing fire hydrants. Using the projected flow
information MC ran several models to test the existing and future durability of the Towns water distribution
system.
The performance of the Town's water distribution system proves to be excellent for providing the required
pressure and flow during all PHF model runs. However, all fire flow model runs identified areas of
deficiencies. The hydraulic model demonstrates that much of the system does not meet the minimum NFF 20
criteria. However, updating the distribution system in several areas helps create additional flow capacity and
provides sufficient fire protection to the Town.
The suggested system upgrades should be prioritizes following the list below:
♦ The 3,550 LF of 10 inch on N Ocean Boulevard is the highest priority to the Town. The Town at a
minimum should install 10-inch pipe but should also evaluate increasing to a 12-inch due to
constructability factors. This section of water main will need additional fire hydrants to keep up with
minimal 2017 fire hydrant separation codes. The proposed water main should be installed before
Little Club Road and North County Road.
♦ The 1,750 LF of 8-inch on Little Club Road and North County Road is a secondary priority project
which requires installation after the upgrades on N. Ocean Boulevard.
♦ The 325 LF of 8 inch on Avenue Au Soleil is a secondary priority project.
♦ The 400 LF of 6 inch on Driftwood Landing is a secondary priority project.
♦ The 1,000 LF of 6 inch on Oreander Way is secondary priority project.
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Section 3
Roadway and Stormwater
3.1 Project Background and Purpose
The Town of Gulf Stream is looking for roadway and stormwater priorities to include as part of a 10-year
Capital Improvement Plan (CIP). The goal is to identify areas requiring repair work and to schedule and
prioritize the work based upon existing conditions. Section 4 includes estimated construction prices.
3.2 Scope of Work
Data Collection
Mathews Consulting, a Baxter & Woodman Company (MC) reviewed all existing files and information as
provided by the Town. The Town provided prior project plans, budgets, roadway and stormwater system
maps and other pertinent information for this analysis.
Visual Field Survey and Needs Assessment
MC performed a visual survey of all Town roadways to visually determine the condition of the roadway
pavement sections. A ranking system was used based upon FDOT’s 2017 Flexible Pavement Condition
Survey Handbook which allowed the existing conditions of each roadway segment to be independently
scored.
MC also performed a visual survey of all of the Town’s drainage system inlets and pipes to determine existing
conditions. Town staff provided areas of local drainage concerns including ponding and nuisance flooding
along local public roadways. Inspections were also completed during times of “King Tide” which impacts the
water elevation along the Intracoastal which all the Town’s storm sewers rely on for outfall. All of the Town’s
reports on the existing stormwater pump station were also reviewed to confirm usage rates and reliability.
Projects Alternatives and Phasing
Based upon the needs developed for the roadway and stormwater systems, project alternatives were
developed and phasing was considered. Ultimately, any high-priority standalone projects would be
recommended to be completed with the initial phase of the CIP. The phasing plan also will consider strategies
and approaches for the Town to consider that would be the most cost-effective along with reducing
construction impacts on local residents.
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3.3 Field Investigation
3.3.1 Pavement Analysis
As part of the scope of work for this project a visual survey was required of all Town roadways in order to
determine the condition of the roadway pavement sections. A ranking system was developed in order to
identify the roadways requiring repair work by level of need tied to the estimated remaining service life of the
road. The ranking system followed the guidelines outlined in the Florida Department of Transportation
(FDOT), 2017 Flexible Pavement Condition Survey Handbook.
Because the survey of the Town roads was to be a visual survey, the ranking system used by FDOT was
modified to identify the areas of importance generally taken into account when deciding if a roadway needs
reconstruction services or if there is remaining service life for the pavement section.
The major defects, with examples below, chosen to visually (refer to Figure 3-1) determine the serviceability
of a roadway were:
♦ Rutting
♦ Cracking
♦ Patching
♦ Raveling
♦ Subgrade Failure
Figure 3-1 Roadway Wear and Defects
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Rutting
This defect in the pavement can be determined visually. Rutting mainly occurs when the pavement is
reaching moderate to severe deterioration, usually falling under the “Fair” to “Failed” ratings, due to the
distortions it causes on the pavement with time.
Class I, II and III Cracking
Cracking falls into three different categories, according to its severity, as follows:
Class I cracking refers mainly to hairline cracking in either the longitudinal or transverse direction, such
as the pavement cracking, where the roadway is still in good condition.
Class II cracking may begin to exhibit moderate spalling or severe branching. Some alligator cracking
may also be present but not at the level of severity as in Class 3 cracking.
Class III cracking represents very severe roadway cracking conditions and extend in all directions. It may
extend all the way to the base of the roadway material undermining the road’s base. This includes severe
spalling and pieces of pavement material breaking away.
Patching
Patching is used on pavement to temporarily repair a roadway segment. It is considered to be less than a
rehabilitation done on the roadway segment but is a defect that needs to be corrected.
Raveling
Raveling, which is the loss of surface aggregate, is a defect that would also be present when there is Class
III cracking. Raveling is rated by the degree of aggregate and binder loss in the pavement and how
widespread the raveling is in the roadway segment being reviewed.
Subgrade Failure
Subgrade failures occur when the prepared soil beneath the asphalt structure can no longer adequately
support the weight of the structure or the traffic.
As noted in the FDOT 2017 Flexible Pavement Condition Survey Handbook, the results of the evaluation
using these areas of importance aid in the following:
1. Determining the present condition of the Town’s roadway system
2. Comparing present with past conditions
3. Predicting future deterioration rates
4. Estimating rehabilitation needs
5. Providing justification for prioritizing rehabilitation projects
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Road Investigation Results
Using FDOT’s criteria, all of the Town’s roadways were grouped into five potential categories based upon
their current pavement condition:
A. Category A – none to minor defects
B. Category B – minimal defects
C. Category C – moderate defects
D. Category D – moderately excessive defects
E. Category E – excessive defects
A condition report for each roadway pavement section, digital photograph log and the associated ranking are
included in Appendix F and Appendix G. Refer to Figure 3-3 for a map of the Town’s entire public roadway
system. The map is color coordinated to match the corresponding pavement condition.
Figure 3-2
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3.3.2 Stormwater Survey
The storm sewer layout varies throughout the Town and does not have a typical storm sewer layout nor
substantial local stormwater detention. All of the existing public storm sewer structures and pipes were
visually inspected with field reports completed for each. The entire stormwater system outfalls (discharges)
to the Intracoastal and appears to be built over time to provide inlet and pipe drainage to various low spots.
In reviewing the Town by area, there are three existing conditions:
1. “Core” Area – a majority of the existing storm sewer system is located in the north half of the Town.
This area also has a majority of the on-road ponding and nuisance flooding issues. In reviewing the
existing topography in this area, see Figure 3-4, there are storm sewers extended to existing
depressional areas. Areas of standing water along the edge of roadways and elsewhere is primarily
due to poor grading to the existing inlet structures. As discussed above, water main replacement is
required in this area and the grading to existing drainage structures could be improved along with re-
crowning the road and inlet adjustment as part of reconstructing the roadways.
Much of this area also relies on an existing stormwater lift station located at the corner of Old School
Road and Polo Drive. Upon review of the lift station usage reports, there is additional capacity
available so additional drainage can be directed towards it with future roadway reconstruction
projects.
2. Place Au Soleil – west of the Intracoastal, the Place Au Soleil neighborhood relies on overland
drainage to four existing Intracoastal outfalls. The topography analysis confirms that positive
drainage exists for a majority of the public right-of-way in this area. During major rain events, some
pockets of standing water can occur east of the existing outfalls in the easterly cul-de-sacs. The
depth and duration of ponding appears to be an issue that could be addressed as part of any future
roadway work with minor regrading or additional inlets.
3. South of Big Club – the southerly area of the Town does not rely on any public storm sewer for the
existing public roadways. Overland flow and private storm sewers handle the drainage in the area
and the topography review did not show any areas of major public flooding.
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3.4 Roadway Rehab Strategies
Upon review of the existing roadway conditions and stormwater system, three rehab strategies are
recommended as part of the Town’s Capital Improvement Program (CIP) implementation. Each of the public
roadway segments was included within a Strategy below based upon the level of infrastructure needs. The
strategies and segments area as follows:
Strategy A – Roadway Resurfacing
In areas that do not have a short-term need for water main replacement and lacking any major drainage
issues, roadway resurfacing is the recommended strategy. For this strategy and the others, the projects were
tiered based upon the assumption of completing projects “worst first”. Ideally, Tier 1 projects would be
programmed and completed prior to Tier 2 projects, and so on. The recommended tiers and roadway
segments for Strategy A are:
Tier 2:
♦ Tangerine Way (Avenue Au Soleil to cul-de-sac)
♦ Emerald Row (Avenue Au Soleil to cul-de-sac)
Tier 3:
♦ Orchid Lane (Avenue Au Soleil to cul-de-sac)
♦ Indigo Point (Avenue Au Soleil to cul-de-sac)
♦ Canary Walk (Avenue Au Soleil to cul-de-sac)
♦ Cardinal Circle (Avenue Au Soleil to Avenue Au Soleil)
♦ Avenue Au Soleil (Federal Highway to south end)
Strategy B – Water Main Replacement with Trench Paving and Roadway
Resurfacing
For areas where the water main is in need of replacement but there are not substantial drainage issues, this
strategy would include water main replacement with trench paving and roadway resurfacing. The
recommended tiers and roadway segments for Strategy B are:
Tier 3:
♦ Hidden Harbor Drive (Ocean Boulevard to west end)
♦ Pelican Lane (Ocean Boulevard to west end) – this roadway was recently resurfaced in coordination
with the City of Delray Beach. The condition of the water main should be the driver for programming
this segment.
Strategy C – Roadway Reconstruction with Grading/drainage improvements and Water
Main Replacement
For areas in need of both water main replacement and drainage improvements, full roadway reconstruction
is the recommended strategy to address each of the issues of concern. This strategy would include water
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main replacement, roadway grading and re-crowning, storm drainage inlet adjustment and pipe repairs along
with rebuilding (paving) the road. It is also recommended that the Town’s roadways are widened, if necessary,
to a minimum width of 18-20 feet, as available, to eliminate driving off the road when two cars pass or a
landscaping truck (or other) is parked along a local road. The recommended tiers and roadway segments for
Strategy C are:
Tier 1:
♦ Bermuda Lane (Sea Road to south end)
Tier 2:
♦ Old School Road (Gulfstream Road to cul-de-sac)
♦ Gulf Stream Road (Sea Road to drainage divide, see map)
♦ Oleander Way (Lakeview Drive to north end)
♦ Polo Drive (Gulfstream Drive to Palm Way)
♦ Middle Road (Polo Drive to cul-de-sac)
Tier 3:
♦ Golfview Drive (Ocean Boulevard to west end)
♦ Gulfstream Road (Golfview Drive to drainage divide, see map)
♦ Middle Road (Golfview Drive to Polo Drive)
♦ Palm Way (Polo Drive to cul-de-sac)
♦ Banyan Road (Ocean Boulevard to cul-de-sac)
♦ Polo Drive (Palm Way to Old School Road)
♦ Wright Way (Old School Road to cul-de-sac)
♦ Sea Road (Ocean Boulevard to Gulfstream Road)
♦ North Country Road (Ocean Boulevard to Sea Road)
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3.5 Additional Stormwater Considerations
3140 Polo Outfall
With a home under construction at 3140 Polo Drive, a one-time opportunity exists to provide a new outfall to
the Intracoastal which can be utilized with future drainage expansion in the Core-area. Design for this project
is underway. It is recommended that construction be completed in concert with the neighboring project as
soon as all regulatory requirements are addressed.
King Tide
The Town’s existing outfalls and stormwater system were inspected during times of “King Tide” when the
level of the Intracoastal is typically a few feet higher than the invert of the existing outfall pipes. The existing
duck valves at the end of each storm sewer outfall are utilized to minimize the impacts of the Intracoastal
elevation by preventing backup into the local system when the Intracoastal water elevation is higher than
local. The valves also allow water to equalize if some local areas are higher than the Intracoastal. The outfall
inspections did uncover areas of barnacle build-up and other maintenance needs. It is recommended that
ongoing inspection and maintenance of the valves be scheduled by the City. Also, an analysis of each’s
existing condition is recommended annually and replacements scheduled immediately, if needed, due to the
importance of these valves on the functionality of the local system.
Local Infiltration
The primary drainage components for each roadway rehab strategy are as detailed above. One additional
tool that the Town could consider is to increase local infiltration in area parkways in locations without directly
adjacent storm sewer facilities. With the mucky, wet parkways and standing water on the edge of pavement
observed during October-November 2017, an option could be to install small (6-inch), shallow perforated
pipes in a bed of stone wrapped in a fabric material, see Appendix J (FDOT detail). This would allow
additional stormwater infiltration after major rain events end and also collect additional private property runoff
prior to discharge to the public road.
In coordination with Town staff, a “pilot project” location was selected to install a 40-foot long segment of
perforated pipe including a project standard detail. The local soil conditions and relatively high water table do
not appear conducive to exfiltration techniques, but mitigating the parkways materials and adding perforated
piping could help provide additional infiltration to further drain the public right-of-way.
FEMA’s Community Rating System (CRS)
Between October 1999 and November 2014, the Town of Gulf Stream participated in FEMA’s Community
Rating System (CRS). The CRS program rewards communities for taking a proactive approach toward
floodplain regulations required as part of the National Flood Insurance Program (NFIP). The primary “reward”
is lower insurance premiums for policy holders (Gulf Stream residents) within the floodplain that carry flood
insurance.
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CRS Rating Insurance Premium
Reduction SFHA1 (%)
Insurance Premium
Reduction2 (%)
Local Gulf Stream
Saving
10 0%0%$0
9 5%5%$16,300
8 10%5%$28,500
7 15%5%$40,000
6 > Below 20%+10%+-
Town of Gulf Stream
FEMA Community Rating System
1. 293 policy holders under this insurance plan
2. 81 policy holders under this insurance plan
Before FEMA rescinded the rating, the Town had a rating of 8, which reflected in a 10% insurance premium
rate reduction for flood insurance policy holders in the Special Flood Hazard Area. Craig Carpenter, the local
FEMA representative, advised that reestablishing a CRS rating of 8 would reflect $28,500 annual savings for
the 293 local Gulf Stream policies eligible for insurance premium discounts.
Table 3.1
A CRS Fact Sheet (June 2017) is attached in Appendix H with more information on the program. Re-
application to the program would require reporting to FEMA’s consultant on City regulatory practices, policies,
and procedures. Reporting is then required annually and a re-application process (and new rating) is required
every three to five years.
The annual local cost to administer the program is estimated at $5,000 (which may be completed by Town
staff and/or consultants). Primary requirements required to maintain the previously achieved rating of 8
include:
• Keeping a database of all permits issued in the floodplain;
• Requiring and keeping on file elevation certificates for new homes or substantial construction
projects; and,
• Completing public outreach to Town residents.
The next steps for application would be to contact FEMA’s area representative, Craig Carpenter, at 404-825-
3003 or ccarpenter@verisk.com.
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Lawn Watering Enforcement
Some of the ponding observed in areas of Town may be exacerbated by lawn watering. The Town’s lawn
watering restrictions are as required by the South Florida Water Management District (SFWMD) and allows
odd numbered addresses to irrigate on Monday, Wednesday and Saturday and even numbered addresses
on Tuesday, Thursday and Sunday, both during non-daylight hours. Irrigation between 10 a.m. and 4 p.m. is
prohibited by the SFWMD. Additional public education, outreach or enforcement could increase compliance
with the existing regulations and have a beneficial impact on some local ponding issues.
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Section 4
Implementation
4.1 10-Year CIP Implementation
This Capital Improvement Plan (CIP) provides the Town of Gulf Stream with a roadmap to rehabilitate and
replace the Town’s critical public infrastructure. The Town will need to internally assess current conditions
and perform an annual update to the CIP implementation. The internal annual re-evaluation of the CIP should
take into account new information related to the existing public infrastructure including road conditions, water
and stormwater difficulties, and future public initiatives. When implementing the CIP the Town should
consider the following:
• Annual budgeting
• Local priorities/needs
• Status of project design
• Project permitting
• Coordination with other utilities
• Local resident expectations
On March 9, 2018, the draft CIP findings and initial recommendations were briefed to the Town Commission,
see Appendix I. A follow-up briefing on April 13, 2018 included a draft implementation schedule and more
information on potential CIP funding. In May, 2018, the Town Commission approved the format and
recommendations in this 10-year CIP.
Working closely with Town staff, a recommended Implementation Schedule, Table 4.1 and Table 4.2, is
structured to limit impacts on Town residents, provide economy of scale with implementation and provide the
Town a path to move forward. This plan includes all of the local priorities identified in Table 1.2. The plan
includes the following local considerations:
• Impacts on Residents – a holistic approach of addressing all critical infrastructure as part of one area
project is recommended to limit the number to times a road is “dug-up” adjacent to homeowners.
• Economy of Scale – projects are sized and grouped in order to secure the best contractor pricing.
• Other Local Priorities – Town staff provided input on local planning and cash flow considerations and
determined that completing large construction projects every other year (2020, 2022, 2024, 2026
and 2028) provided local benefits to the Town and its residents.
Section 4
Implementation
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Table 4.1
Town of Gulf Stream10-year Capital Improvement Plan (CIP)Implementation Schedule (One Time Projects May 2018)
General
Fund
Water
Fund
General
Fund
Water
Fund
General
Fund
Water
Fund
General
Fund
Water
Fund
General
Fund
Water
Fund
General
Fund
Water
Fund
General
Fund
Water
Fund
General
Fund
Water
Fund
General
Fund
Water
Fund
General
Fund
Water
Fund
General
Fund
Water
Fund
3140 Polo Drive outfall construction and inspection 66,800$
North Core Area design and permitting 300,179$ 231,104$
North Core Area reconstruction and inspection 2,165,374$ 1,540,693$
Place Au Soleil resurfacing design 39,008$ 10,061$
Place Au Soleil resurfacing and inspection 551,021$ 70,400$
South Core Area design and permitting 245,601$ 189,085$
South Core Area reconstruction and inspection 1,768,316$ 1,260,567$
Remainder of A1A Water Main design 133,125$
Remainder of A1A Water Main construction and
inspection 976,250$
Hidden Harbor and Pelican Lane design 23,244$ 75,801$
Hidden Harbor and Pelican Lane WM, resurfacing and
inspection 187,975$ 505,340$
Annual Total by Fund:66,800$ -$ 300,179$ 231,104$ 2,165,374$ 1,540,693$ 39,008$ 10,061$ 551,021$ 70,400$ 245,601$ 189,085$ 1,768,316$ 1,260,567$ -$ 133,125$ -$ 976,250$ 23,244$ 75,801$ 187,975$ 505,340$
Grand Total by Year:
CIP costs are assumed to be 2018 construction estimates with a 20% contingency
General
Fund
Water
Fund Total
Total Cost (2018-2028):5,347,517$ 4,992,426$ 10,339,943$
Average Annual Cost:486,138$ 453,857$ 939,995$
One-time Projects
202320222021202020192018
3,028,883$ 133,125$ 976,250$ 99,045$ 693,315$
20282027202620252024
66,800$ 531,283$ 3,706,067$ 49,069$ 621,421$ 434,686$
Section 4
Implementation
Mathews Consulting
4-3 a Baxter and Woodman Company
Table 4.2
Town of Gulf Stream10-year Capital Improvement Plan (CIP)Implementation Schedule Ongoing Projects (May 2018)
General
Fund
Water
Fund
General
Fund
Water
Fund
General
Fund
Water
Fund
General
Fund
Water
Fund
General
Fund
Water
Fund
General
Fund
Water
Fund
General
Fund
Water
Fund
General
Fund
Water
Fund
General
Fund
Water
Fund
General
Fund
Water
Fund
General
Fund
Water
Fund
Active storm system maintenance 40,000$ 40,000$ 30,000$ 30,000$ 20,000$ 20,000$ 20,000$ 20,000$ 20,000$ 20,000$ 20,000$
FEMA CRS Program reenrollment 1 15,000$ 5,000$ 5,000$ 5,000$ 5,000$ 5,000$ 5,000$ 5,000$ 5,000$ 5,000$
Town-wide Water Meter Replacement Program 40,000$ 40,000$ 40,000$ 40,000$ 40,000$ 40,000$ 40,000$ 40,000$ 40,000$
Annual Total by Fund:40,000$ -$ 55,000$ -$ 35,000$ 40,000$ 35,000$ 40,000$ 25,000$ 40,000$ 25,000$ 40,000$ 25,000$ 40,000$ 25,000$ 40,000$ 25,000$ 40,000$ 25,000$ 40,000$ 25,000$ 40,000$
Grand Total by Year:
1) Offset by potential $28,500 annual savings for Town flood insurance rate payers
65,000$ 65,000$
2028
40,000$ 55,000$ 75,000$ 75,000$ 65,000$ 65,000$ 65,000$ 65,000$ 65,000$
2022 2023 2024 2025 2026 2027
Ongoing Projects
2018 2019 2020 2021
Section 4
Implementation
Mathews Consulting
4-4 a Baxter and Woodman Company
Section 4
Implementation
Mathews Consulting
4-5 a Baxter and Woodman Company
Upon construction of all the recommended projects in this plan, the City will have replaced the aging water
main under public roadways, improved drainage conditions in the “Core” area and reconstructed or
resurfaced all of the Town’s public roads. Next steps beyond ten years would be a condition assessment and
life-cycle analysis of the remaining water mains with the first priority being those in easements on private
property south of the Big Club followed by the existing mains in Place Au Soleil.
APPENDIX A
Bulk Water Agreements
Appendix A.pdf 1Appendix A.pdf 1 5/31/2018 9:43:03 AM5/31/2018 9:43:03 AM
Appendix A.pdf 2Appendix A.pdf 2 5/31/2018 9:47:24 AM5/31/2018 9:47:24 AM
Appendix A.pdf 3Appendix A.pdf 3 5/31/2018 9:47:25 AM5/31/2018 9:47:25 AM
Appendix A.pdf 4Appendix A.pdf 4 5/31/2018 9:47:25 AM5/31/2018 9:47:25 AM
Appendix A.pdf 5Appendix A.pdf 5 5/31/2018 9:47:25 AM5/31/2018 9:47:25 AM
Appendix A.pdf 6Appendix A.pdf 6 5/31/2018 9:47:26 AM5/31/2018 9:47:26 AM
Appendix A.pdf 7
Ap
p
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A
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f
7
5/31/2018 9:47:27 AM
5/
3
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9
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4
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A
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Appendix A.pdf 8Appendix A.pdf 8 5/31/2018 9:47:27 AM5/31/2018 9:47:27 AM
Appendix A.pdf 9Appendix A.pdf 9 5/31/2018 9:47:27 AM5/31/2018 9:47:27 AM
Appendix A.pdf 10Appendix A.pdf 10 5/31/2018 9:47:28 AM5/31/2018 9:47:28 AM
Appendix A.pdf 11Appendix A.pdf 11 5/31/2018 9:47:28 AM5/31/2018 9:47:28 AM
Appendix A.pdf 12Appendix A.pdf 12 5/31/2018 9:47:29 AM5/31/2018 9:47:29 AM
Appendix A.pdf 13Appendix A.pdf 13 5/31/2018 9:47:29 AM5/31/2018 9:47:29 AM
Appendix A.pdf 14Appendix A.pdf 14 5/31/2018 9:47:29 AM5/31/2018 9:47:29 AM
Appendix A.pdf 15Appendix A.pdf 15 5/31/2018 9:47:30 AM5/31/2018 9:47:30 AM
Appendix A.pdf 16Appendix A.pdf 16 5/31/2018 9:47:30 AM5/31/2018 9:47:30 AM
Appendix A.pdf 17Appendix A.pdf 17 5/31/2018 9:47:31 AM5/31/2018 9:47:31 AM
Appendix A.pdf 18Appendix A.pdf 18 5/31/2018 9:47:31 AM5/31/2018 9:47:31 AM
Appendix A.pdf 19Appendix A.pdf 19 5/31/2018 9:47:32 AM5/31/2018 9:47:32 AM
Appendix A.pdf 20Appendix A.pdf 20 5/31/2018 9:47:32 AM5/31/2018 9:47:32 AM
Appendix A.pdf 21Appendix A.pdf 21 5/31/2018 9:47:32 AM5/31/2018 9:47:32 AM
Appendix A.pdf 22Appendix A.pdf 22 5/31/2018 9:47:33 AM5/31/2018 9:47:33 AM
Appendix A.pdf 23Appendix A.pdf 23 5/31/2018 9:47:33 AM5/31/2018 9:47:33 AM
Appendix A.pdf 24Appendix A.pdf 24 5/31/2018 9:47:34 AM5/31/2018 9:47:34 AM
Appendix A.pdf 25Appendix A.pdf 25 5/31/2018 9:47:34 AM5/31/2018 9:47:34 AM
Appendix A.pdf 26Appendix A.pdf 26 5/31/2018 9:47:34 AM5/31/2018 9:47:34 AM
Appendix A.pdf 27Appendix A.pdf 27 5/31/2018 9:47:35 AM5/31/2018 9:47:35 AM
Appendix A.pdf 28Appendix A.pdf 28 5/31/2018 9:47:35 AM5/31/2018 9:47:35 AM
Appendix A.pdf 29Appendix A.pdf 29 5/31/2018 9:47:35 AM5/31/2018 9:47:35 AM
Appendix A.pdf 30Appendix A.pdf 30 5/31/2018 9:47:36 AM5/31/2018 9:47:36 AM
Appendix A.pdf 31Appendix A.pdf 31 5/31/2018 9:47:36 AM5/31/2018 9:47:36 AM
Appendix A.pdf 32Appendix A.pdf 32 5/31/2018 9:47:36 AM5/31/2018 9:47:36 AM
Appendix A.pdf 33Appendix A.pdf 33 5/31/2018 9:47:37 AM5/31/2018 9:47:37 AM
Appendix A.pdf 34Appendix A.pdf 34 5/31/2018 9:47:37 AM5/31/2018 9:47:37 AM
Appendix A.pdf 35Appendix A.pdf 35 5/31/2018 9:47:37 AM5/31/2018 9:47:37 AM
Appendix A.pdf 36Appendix A.pdf 36 5/31/2018 9:47:38 AM5/31/2018 9:47:38 AM
Appendix A.pdf 37Appendix A.pdf 37 5/31/2018 9:47:38 AM5/31/2018 9:47:38 AM
Appendix A.pdf 38Appendix A.pdf 38 5/31/2018 9:47:38 AM5/31/2018 9:47:38 AM
Appendix A.pdf 39Appendix A.pdf 39 5/31/2018 9:47:39 AM5/31/2018 9:47:39 AM
Appendix A.pdf 40Appendix A.pdf 40 5/31/2018 9:47:39 AM5/31/2018 9:47:39 AM
Appendix A.pdf 41Appendix A.pdf 41 5/31/2018 9:47:39 AM5/31/2018 9:47:39 AM
Appendix A.pdf 42Appendix A.pdf 42 5/31/2018 9:47:40 AM5/31/2018 9:47:40 AM
Appendix A.pdf 43Appendix A.pdf 43 5/31/2018 9:47:40 AM5/31/2018 9:47:40 AM
Appendix A.pdf 44Appendix A.pdf 44 5/31/2018 9:47:40 AM5/31/2018 9:47:40 AM
Appendix A.pdf 45Appendix A.pdf 45 5/31/2018 9:47:41 AM5/31/2018 9:47:41 AM
Appendix A.pdf 46Appendix A.pdf 46 5/31/2018 9:47:41 AM5/31/2018 9:47:41 AM
Appendix A.pdf 47Appendix A.pdf 47 5/31/2018 9:47:41 AM5/31/2018 9:47:41 AM
Appendix A.pdf 48Appendix A.pdf 48 5/31/2018 9:47:42 AM5/31/2018 9:47:42 AM
Appendix A.pdf 49Appendix A.pdf 49 5/31/2018 9:47:42 AM5/31/2018 9:47:42 AM
Appendix A.pdf 50Appendix A.pdf 50 5/31/2018 9:47:42 AM5/31/2018 9:47:42 AM
Appendix A.pdf 51Appendix A.pdf 51 5/31/2018 9:47:42 AM5/31/2018 9:47:42 AM
Appendix A.pdf 52Appendix A.pdf 52 5/31/2018 9:47:43 AM5/31/2018 9:47:43 AM
Appendix A.pdf 53Appendix A.pdf 53 5/31/2018 9:47:43 AM5/31/2018 9:47:43 AM
Appendix A.pdf 54Appendix A.pdf 54 5/31/2018 9:47:43 AM5/31/2018 9:47:43 AM
Appendix A.pdf 55Appendix A.pdf 55 5/31/2018 9:47:44 AM5/31/2018 9:47:44 AM
APPENDIX B
Consumer Confidence Report
2016 ANNUAL DRINKING WATER QUALITY REPORT
May 22, 2017
Re: 2016 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 the "Anastasia Formation", through wells and applies a lime softening process to treat the water. The
Delray Beach Treatment Plant utilizes what is known as "Lime Softening Process" to treat raw water prior to
distribution to its customers. Upon arrival at the Water Treatment Plant, the raw water is first aerated to
remove natural gases. The water is then blended with lime in a clarifier for softening, color removal and iron
removal. After the blending process the water is then filtered and disinfected per Federal and State drinking
water standards. Prior to distribution. Fluoride is injected to maintain one part per million to prevent tooth
decay.
This report shows our water quality and what it means. If you have any questions about this report or
concerning your water utility, please contact the City of Delray Beach Water Plant 561-243-7318 or the Town
Hall 561-276-5116.
The Town of Gulfstream routinely monitors for contaminants in your drinking water according to Federal and
State laws, rules, and regulations. Except where indicated otherwise, this report is based on the results of our
water monitoring for the period of January 1 to December 31, 2016. The data obtained, and presented in this
report are from the most recent tests performed in accordance with the established drinking water laws, rules,
and regulations.
The Town of Gulf Stream is responsible to test for total Coliform bacteria monthly and Lead and Copper every
thirty-six (36) months in accordance with 40 CFR 141. Subpart I. The City of Delray Beach, the primary
supplier, is responsible for the monitoring of additional Primary and Secondary contaminants prior to its delivery
in accordance with Federal and State laws. This annual report is for the reporting period of January 1 to
December 31, 2016.
The chart below shows substances that the EPA requires our utility to report. 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 2016, our last tesling period.
Contaminant
and Unit of
Measurement
Dates Of
Sampling
(mo./yr.)
AL
Exceeded
YIN
90a'
Percentile
Result
Lead and Copper (Tap Water
No. of
Sampling
Sites
Exceeding
the AL
MCLG AL
(Action
Level)
Likely Source of
Contamination
Corrosion of household
plumbing systems;
Copper (tap
water) (ppm)
June
2016
NO
0.23 mglL
0
1.3
1.3
ppm
erosion of natural
deposits; leaching from
wood preservatives.
Corrosion of household
Lead (tap water)
(ppb)
June
2016
NO
0.0039
mglL
0
0
15
ppb
plumbing systems,
erosion of natural
deposits.
Stag •' Disinfectants and Disinfection By -Products (DDPB) Parameters/Stage 1 Chloranuncs
For haloacetic acids or TTHM, the level detected is the highest locananal running annual average (LRAA},computed quarterly, or quarterly averages oral/
samples collected if the system is mannonng quarterly or is the average of all samples taken dunng the year if the system monitors Icss frequently than
quarterly. Range of Results in the range of individual sample results (lowest to highest) for all monitonng locations
Disinfectant or
Contaminant and Unit of Measurement
Dates of
Sampling
(mo/yr)
MCL
Violation
{YIN)
Level
Detected
Range of
Results
MCLG
MCL
Likely Source of
Contamination
Haloacetic Acids {HAAS) (ppb)
8/_82016
N
19 23
1 it 87 • 19.23
N A
60
By-product of drinking
water disinfection_
Total Trihalornelhanm (TTHM) (PPB)
828/2016
N
21 1
19 5 21 I
N A
80
By-product of drinking
water disinfection.
C1ilornmines (PPM)
8/28/2016
N
3.2 PPM
0 09 5 9
4 PPM
4 PPM
Water Additive to
control Microbes
Page 1
2016 Annual Drinking Water Quality Report
May 1, 2017
Page 2
DEFINITIONS: The terms and abbreviations found in the above table are defined below:
Maximum Contaminant Level Goal (MCLG): The level of a contaminant in drinking water below which there
is no known or expected risk to health. MCLGs allow for a margin of safety.
Maximum Contaminate Level (MCL): The highest level of a contaminant that is allowed in drinking water.
MCLs are set as close to the MCLGs as feasible using the best available treatment technology_
Parts per million (ppm) — one part per million corresponds to one minute in two years or a single penny in
$10,000.
Parts per billion (ppb) -- one part by weight of analyle to 1 billion parts by weight of the water sample.
Action Level (AL) -- the concentration of a contaminant, which, if exceeded, triggers treatment or other
requirements, which a water system must follow.
ND — means nol detected and indicates that the substance was not found in laboratory analysis.
A — Absent
IMPORTANT INFORMATION:
If present, elevated levels of lead can cause serious health problems, especially for pregnant women and
young children. Lead in drinking water is primarily from materials and components associated with service
lines and home plumbing_ The Town of Gulf Stream is responsible for providing high quality drinking water, but
cannot control the variety of materials used in plumbing components. When your water has been sitting for
several hours, you can minimize the potential for lead exposure by flushing your tap for 30 seconds to 2
minutes before using water for drinking or cooking. If you are concerned about lead in your water, you may
wish to have your water tested. Information on lead in drinking water, testing methods. and steps you can take
to minimize exposure is available on the Safe Drinking Water Hotline or at http;//www.epa.gov/safewater/lead.
The source of drinking water (both tap water and bottled water) includes 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 wafer 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. The Food and Drug Administration (FDA) regulations
establish limits for contaminants in bottled water that must provide the same protection for public health,
Drinking water, including bottled water, may reasonably be expected to contain at least small amounts of some
contaminants. The presence of contaminants does not necessarily indicate that the water poses a health risk.
More information about contaminants and potential health effects can be obtained by calling the Environmental
Protection Agency's Safe Drinking Water Hotline at 1-800-426-4791.
Some people may be more vulnerable to contaminants in drinking water than the general population. Immuno-
compromised persons such as persons with cancer undergoing chemotherapy, persons who have undergone
organ transplants, people with HIV/AIDS or other immune system disorders, some elderly, and infants can be
particularly at risk from infections. These people should seek advice about drinking water from their health care
providers. EPA/CDC guidelines on appropriate means to lessen the risk of infection by Cryptosporidium and
other microbiological contaminants are available from Safe Drinking Water Hotline (1-800-426-4791).
We at the Town of Gulf Stream work around the clock to provide top quality water to all our customers. We ask
that you help us protect our water systems. which are the heart of our community, our way of life and our
children's future..
CITY OF DELRAY BEACH
ENVIRONMENTAL SERVICES DEPARTMENT
DRINKING WATER QUALITY REPORT FOR 2016
1993
2991
(This report is mandated by the Florida Department of Environmental Protection and has been produced and distributed at our customers' expense)
The report is for Water Quality supplied to our customers from January 1, 2016 to December 31, 2016. This report is intended to provide our customers with
information relating to the quality of water produced by the City of Delray Beach Water Treatment Plant. Our Drinking Water is produced within the stringent
govemmental guidelines for treatment and testing of drinking water in the United States. (ESPANOL)Este es un documento muy importance con respecto a
su agua potable. Este reporte esta disponible en Espanol en La Casa Municipal cuando (lame a (561) 243-7000 o visitenos en la Internet a
www.mydelraybeach.com. (KREYOL) Ti Liv sa, se yon Dokiman tit enpotan Konsenan Kalite Dlo Ke ou bwe. Si ou la vle, ou Kapab jwen'n li an Kreyol nan
Komi'n Delray Beach la.
Health Information
Some people may be more vulnerable to contaminants in drinking water than the general population. Immune -compromised persons such as persons with cancer
undergoing chemotherapy, persons who have undergone organ transplants, people with HIV/AIDS or other immune system disorders, some elderly and infants
can be particularly at risk to infections. These people should seek advice about drinking water from their health care providers. EPA/CDC guidelines on
appropriate means to lessen the risk of infection by Cryptosporidium and other microbial contaminants are available from the Safe Drinking Water Hotline (1-
800426-4791).
if present, elevated levels of lead can cause serious health problems, especially for pregnant women and young children. Lead In drinking water is primarily
from materials and components associated with service lines and home plumbing. The City of Delray Beach is responsible for providing high quality drinking
water, but cannot control the variety of materials used in plumbing components. When your water has been sitting for several hours, you can minimize the
potential for lead exposure by flushing your tap for 30 seconds to 2 minutes before using water for drinking or cooking. If you are concerned about lead in your
water, you may wish to have your water tested. information on lead in drinking water, testing methods, and steps you can take to minimize exposure is available
from the Safe Drinking Water Hotline or at httaaiwww.eaa.govlsafewaterIlead.
Coliforms are bacteria that are naturally present in the environment and are used as an indicator that other, potentially harmful, waterborne pathogens may be
present or that a potential pathway exists through which contamination may enter the drinking water distribution system. We found coliforms indicating the need
to look for potential problems in water treatment ar distribution. When this occurs, we are required to conduct assessment(s) to identify problems and to correct
any problems that were found during these assessments. During the past year we were required to conduct and complete a level 1 assessment. No corrective
actions were required. In addition, we had some sites in the distribution system extremities and end points that violated the minimum total chlorine residual level
of 0.6 mg/L. When this occurred, actions were taken to raise levels above the minimum standard.
Why are Contaminants present in Drinklna Water?
The sources of drinking water (both tap 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 from 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 insure that tap water is safe to drink, EPA prescribes regulations, which limit the amount of certain contaminants in water provided by public water
systems. FDA regulations establish limits for contaminants in bottled water, which must provide the same protection for public health. Drinking water, including
bottled water, may reasonably be expected to contain at least small amounts of some contaminants. The presence of contaminants does not necessarily
indicate that water poses a health risk. More information about contaminants and potential health effects can be obtained by calling the Environmental Protection
Agency's Safe Drinking Water Hotline (1-800-426-4791).
Where Does Our Water Come From?
The City of Delray Beach withdraws water from a shallow under -ground aquifer known as the "Anastasia Formation". There are 30 raw water wells located
throughout the City from which water is drawn and piped to the water treatment plant. We are currently operating under a water use permit issued by the South
Florida Water Management District. Our water use permit allows for the withdrawal of up to 19.1 million gallons per day.
In 2016, the Florida Department of Environmental Protection (FDEP) performed a Source Water Assessment of our system. The assessment was conducted
to provide information about potential sources of contamination near City's wells. There were seventeen potential sources of contamination identified for the
City's system with low to moderate susceptibility levels. The assessment results are available on the FDEP Source Water Assessment and Protection Program
web site at www.deo.state.fl.us/swapp or they can be obtained by contacting the city at (561) 243-7318. The city monitors for source water contaminants on a
semiannual basis to ensure its safety.
How is Our Water Treated?
The City of Delray Beach Water Treatment Plant utilizes what is known as "Lime Softening Process" to treat raw water prior to distribution to our customers.
Upon arrival at the Water Treatment Plant, the raw water is first aerated to remove natural gasses. The water is then blended with lime in a clarifier for softening,
color removal and iron removal. After the blending process the water is then filtered and disinfected per the Health Department. Prior to distribution, Fluoride
is injected to prevent tooth decay.
Now we Ensure the Hlchest Water Quality?
During the treatment process as well as after the water is released into the distribution system, it undergoes a series of intense testing. Thousands of samples
are analyzed each year for chemical, physical and microbiological parameters. The results of this test are compared with standards set by the U.S. Environmental
Protection Agency. These results are indicated on the tables included below in this pamphlet. When reading these tables, the lower the test results. the higher
the water quality. This ongoing testing and research is your assurance that water produced by the City of Delray Beach will be of the highest quality for
consumption each time you turn on your faucet.
Additional Testing
We also conduct tests for the presence of 85 additional contaminants, such as Volatile Organic Compounds (VOC), Polychlorinated Biphenyl (PCB) & Pesticides,
Unregulated Contaminants, Arsenic, Asbestos, Mercury and many others. We are pleased to report that all of these additional contaminants were below the
detection limits of our sampling instruments. Compliance monitoring requirements for certain contaminants are less frequent than once per year since
concentrations are not expected to vary significantly from year to year. Some results are from previous years monitoring.
Additional llrfor►nation
The Environmental Services Department of the City is open Monday through Friday from 7:30am to 4:30pm and can be contacted directly for questions and
concerns relating to water quality. The City of Delray Beach conducts regular City Commission meetings on the first and third Tuesday of every month in the
Commission Chambers at City Hall. These meetings are open to the public and are an excellent forum for citizens to voice their questions and concems. We
have worked very hard to maintain a first rate facility and we welcome the public to tour our Water Treatment Plant. Tours can be scheduled by contacting the
Water Treatment Plant directly. Further details of our water treatment process are also available at our web site www.mwdelravbeach.com.
lmoortant releohone Numbers
City of Delray Beach Environmental Services Dept.
City of Delray Water Treatment Plant
Palm Beach County Public Health Unit
Interestins_Comnarisons
1 part per million is equal to 1 cent in $10,000
1 inch in 16 miles
Definitions
Maximum Contaminant Level Goal (MCLG): The level of a contaminant in drinking water below which there is no known or expected risk to health. MCLG's
allow for a margin of safety.
Maximum Contaminant Level (MCL): The highest level of a contaminant that is allowed in drinking water MCL's are set as close to the MCLG's as feasible
using the best available treatment technology.
Maximum Residual Disinfectant Level Goal (MRDLG): The level of a drinking water disinfectant below which there is no known or expected risk to health.
MRDLG's do not reflect the benefits of the use of disinfectants to control m crobial contaminants.
Maximum Residual Disinfectant Level (MRDL): The highest level of a disinfectant allowed in drinking water. There is convincing evidence that addition of a
disinfectant is necessary for control of microbial contaminants.
Action Level (AL): The concentration of a contaminant, which, if exceeded, triggers a treatment, or other requirement that a water system must follow.
Level 1 Assessment: A Level 1 assessment is a study of the water system to identify potential problems and determine (if possible) why total coliform bacteria have
been found in our water system.
(561) 243-7000. ext. 4000
(561) 243-7318 Florida Department of Health
(561) 837-5900 Environmental Protection Agency
(904) 791-1599
(800)426-4791
1 second in 12 days 1 par in 55,500 rounds of golf
1 pound in 500 tons
Abbreviations
Parts per Million (ppm)
Parts per Billion (ppb)
Not Detected (ND)
Picocurie per Liter (pCi1L)
Not Applicable (NIA)
2016 CCR
TEST RESULTS
-CITY OF DELRAY BEACH
Primary Inorganic Contaminants
Contaminant and Unit of
Measurement
Oates o(
sampling
(mo..yr)
MCL aMRDL
V)e/eG(on YIN
Lore/ Detected
Rasps ofRends
MCLG
MCL
Lfkay Source of
Contamination
Barium (ppm)
10/14
N
0.00439 ppm
0.00439
2 ppm
2 ppm
(a)
.r:hromlum (ppb)
10/14
N
1.84 ppb
1.84
100 ppb
100 ppb
(b)
Fluoride (ppm)
05)16
N
0-83 ppm
0.11 -0.83
4 ppm
4 ppm
(c)
Nitrate as Nitrogen (ppm)
11)16
N
0.11 ppm
0.11
0.12
10 ppm
1 ppm
10 ppm
(d) --
Nitrite as Nitrogen (ppm)
11)16
N
0.12 ppm
1 ppm
(e)
Sodium (ppm)
10/14
N
30.4 ppm
30.4
160 ppm
160 ppm
(1)
Microbiological Contaminants
(Contaminant
Dates of
Sampling
Ammar)
MCL orMRDL
VblapaftY/N
Level Detected
Range of Results
MCLG or
MRDLG
MCL
or MRDL
LA* Source of
CAVMMUEIs4
Total Calitorrn Baclena
01/16-03116
N —.1-. 3%
0 - 3
0
5%
(g)
Stage 2 Disinfectant/Disinfection By -Product (D1DBP) Parameters/ Stage 1 Chloramines
Disinfectant or Contaminant
nd Linn of Measurement s
Dates of
(mo4rl
MCL er MRDL
V]btarlon KM
La.ar 4>,.a.ce.e
Rip dR•arie
MCLG or
MRDLG
MCL
or MRDL
Likely Source of
Contamination
Total Trihalomethanes (ppb)
01/16 -12116
N
26.9 ppb
17.4 - 37.2
0 ppb
80 ppb
(h)
(h)
._ (i) --
Total Hato Acetic Acid (ppb)
01/16112/16
N_
32.9 ppb 14,1 - 40.6
— —4---
0 ppb
60 ppb
.- --Chloramines
(ppm)
01!18 -12/16
N
3.2 pp -i--1-0707-76:9
4 ppm
4 ppm-4-
Lead and Copper (Tap Water
Contaminant and Unit of
Measurement
Dates of
Sampling
(mo/yr)
AL
Ewraeded
(Y/N,
Sly, %
Aercerrah
Result
Na of sampling
styes a reedkug the
AL
MCLG
AL (Action
LOMO
Llh•ty Santee or
Conlamfnarlon
I.ead (tap water] ppb ,
(77.'16 -12/16
N
4 ppb
1
d'ripb
' 15 ppb
(1}
Copper (tap water) ppm i
47115 -12/16
N
0.22 ppm
0
1.3 ppm
1.3 ppm
(k)
The following is a list of the definition and likely source of contamination for each detected contaminant.
a) Barium
Discharge of drilling
wastes; discharge
and pulp mills
from metal riiiiiiiiiies; erosion of natural deposits
(b) Chromium
Discharge from steel
erosion of natural deposits
0) Fluoride
_
d) Nitrate as Nitrogen
Erosion
discharges
Formed
natural
of natural deposits; water additive which promotes strong teeth at optimum levels between 0.7 and 1.2 ppm:
from fertilizer and aluminum factories.
when nitrogen is exposed to oxygen; both are elements occurring in nature. A likely source is erosion of
deposits.
n) Nitrite as Nitrogen
Formed
natural
Sall
when nitrogen is exposed to oxygen; both are elements occumng in nature. A likely source is erosion of
dajusits.
(0 Sodium
water intrusion; leaching from soil
9) Total cokform Bacteria
Naturally present in the environment
h) TTHM's 8 HAA's
TTHM's 8 HAA's are contaminants formed when chlorine reacts with carbon compounds naturally occurring In
givund water. such as chloroform- These items area by-product of drinkinq water Chlorinating.
_
(i) Chloramines
Water additive used to control microbes
(j) Lead
Lead is an element occurring in nature and often occurs in water
syxtems-
as the result.
as the result
of corrosion of household plumbing
(k) Copper
'syxtems
Copper is an element occumng in nature and often occurs in water
of corrosion of household plumbing
APPENDIX C
Water Demands by Customer Class
Town of Gulf Stream Metered Data
Customer Class Dec-15 Jan-16 Feb-16 Mar-16 Apr-16 May-16 Jun-16 Jul-16 Aug-16 Sep-16 Oct-16 Nov-16 Dec-16
Total Addresses 20,924,500 20,924,500 14,723,500 14,723,500 15,611,000 15,611,000 17,920,000 17,920,000 19,757,500 19,757,500 20,172,500 20,172,500 19,888,000
Multi Family 1,762,000 1,762,000 1,346,500 1,346,500 1,360,500 1,360,500 1,643,500 1,643,500 1,448,000 1,448,000 1,979,000 1,979,000 1,846,500
Single Family Residence (SFR) 16,567,000 16,567,000 11,631,000 11,631,000 11,853,000 11,853,000 13,739,000 13,739,000 15,839,500 15,839,500 15,459,000 15,459,000 15,301,500
Non Resident (NR) 1,047,000 1,047,000 772,000 772,000 1,360,000 1,360,000 1,032,500 1,032,500 955,000 955,000 1,076,500 1,076,500 1,099,500
Irrigation 1,121,500 1,121,500 642,000 642,000 645,000 645,000 1,124,000 1,124,000 1,082,000 1,082,000 1,162,500 1,162,500 1,180,500
Reserve 0000000000000
Public 427,000 427,000 332,000 332,000 392,500 392,500 381,000 381,000 433,000 433,000 495,500 495,500 460,000
Customer Class Jan-17 Feb-17 Mar-17 Apr-17 May-17 Jun-17 Jul-17 Aug-17 Sep-17 Oct-17 Nov-17
Total Addresses 19,888,000 17,122,500 17,122,500 18,058,000 18,058,000 19,542,500 19,542,500 19,716,000 19,716,000 18,984,000 18,984,000
Multi Family 1,846,500 1,634,000 1,634,000 1,942,500 1,942,500 1,585,500 1,585,500 961,500 961,500 919,500 919,500
Single Family Residence (SFR) 15,301,500 13,256,000 13,256,000 13,677,000 13,677,000 15,442,000 15,442,000 16,969,500 16,969,500 16,126,500 16,126,500
Non Resident (NR) 1,099,500 1,049,000 1,049,000 1,106,500 1,106,500 999,000 999,000 962,500 962,500 975,500 975,500
Irrigation 1,180,500 850,000 850,000 921,500 921,500 1,038,500 1,038,500 523,000 523,000 591,000 591,000
Reserve 0 0 0 64,000 64,000 136,000 136,000 43,500 43,500 24,500 24,500
Public 460,000 333,500 333,500 346,500 346,500 341,500 341,500 256,000 256,000 347,000 347,000
Customer Class No.
Total Addresses 376
Multi Family 21
Single Family Residence (SFR) 318
Non Resident (NR) 15
Irrigation 16
Reserve 1
Public 5
Monthly Water Use Data - 2015, 2016
Monthly Water Use Data - 2017
APPENDIX D
Hydraulic Water Layout
Gulf Stream Water Model 20130 with CIP
Changes.wtg
2/12/2018
Bentley System, Inc. Haestad Methods Solution Center
27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
Bentley WaterCAD V8i (SELECTseries 4)
[08.11.04.58]
Page 1 of 1
Pipe Diameter
(inches)Color Code
3
4
6
8
10
12
APPENDIX E
Hydraulic Model Results
ID Label
Length
(Scaled) (ft)Diameter (in) Material Hazen‐Williams C Flow
(gpm)Velocity (ft/s)
210 P‐105 66 6 Asbestos Cement 120 331 3.76
211 P‐106 115 6 Asbestos Cement 120 208 2.36
306 P‐156 519 6 Asbestos Cement 120 140 1.58
327 P‐167 506 6 Asbestos Cement 120 130 1.48
496 P‐229 375 6 Asbestos Cement 120 130 1.48
275 P‐140 926 6 Asbestos Cement 120 130 1.47
502 P‐233 257 6 Asbestos Cement 120 130 1.47
39 P‐5 98 12 PVC 140 502 1.43
208 P‐103 304 6 Asbestos Cement 120 ‐123 1.4
308 P‐157 552 6 Asbestos Cement 120 116 1.31
86 P‐30 202 12 PVC 140 459 1.3
77 P‐25 58 12 PVC 140 438 1.24
81 P‐27 233 12 PVC 140 438 1.24
87 P‐31 40 12 PVC 140 438 1.24
91 P‐33 208 12 PVC 140 438 1.24
104 P‐41 510 4 Asbestos Cement 120 47 1.2
497 P‐230 662 6 Asbestos Cement 120 100 1.14
508 P‐237 206 12 PVC 140 391 1.11
310 P‐158 496 6 Asbestos Cement 120 93 1.05
113 P‐47 34 12 PVC 140 354 1
469 P‐222 41 12 PVC 140 354 1
509 P‐238 76 12 PVC 140 354 1
89 P‐32 522 3 Asbestos Cement 120 21 0.97
214 P‐108 148 12 PVC 140 ‐331 0.94
312 P‐159 460 6 Asbestos Cement 120 81 0.92
127 P‐55 390 12 PVC 140 324 0.92
216 P‐109 355 8 Asbestos Cement 120 144 0.92
320 P‐163 199 4 Asbestos Cement 120 36 0.91
322 P‐164 288 4 Asbestos Cement 120 36 0.91
500 P‐232 292 6 Asbestos Cement 120 ‐79 0.89
503 P‐234 315 6 Asbestos Cement 120 79 0.89
366 P‐189 259 3 Asbestos Cement 120 19 0.87
332 P‐170 119 6 Asbestos Cement 120 73 0.83
337 P‐173 50 6 Asbestos Cement 120 73 0.83
128 P‐56 46 12 PVC 140 292 0.83
143 P‐64 489 12 PVC 140 292 0.83
527 P‐239 306 12 PVC 140 292 0.83
133 P‐59 614 4 Asbestos Cement 120 32 0.81
118 P‐50 627 4 Asbestos Cement 120 30 0.78
247 P‐125 138 6 Asbestos Cement 120 ‐67 0.76
152 P‐70 685 12 PVC 140 260 0.74
157 P‐73 704 12 PVC 140 260 0.74
162 P‐76 343 12 PVC 140 260 0.74
474 P‐224 475 12 PVC 140 260 0.74
528 P‐240 301 12 PVC 140 260 0.74
530 P‐241 226 12 PVC 140 260 0.74
493 P‐227 370 6 Asbestos Cement 120 63 0.72
499 P‐231 467 6 Asbestos Cement 120 ‐63 0.72
347 P‐179 169 6 Asbestos Cement 120 62 0.7
218 P‐110 118 8 Asbestos Cement 120 108 0.69
272 P‐138 46 12 PVC 140 229 0.65
168 P‐80 556 12 PVC 140 229 0.65
Town of Gulf Stream
2017 Flow Conditions at Peak Hour
Pipe Table
ID Label
Length
(Scaled) (ft)Diameter (in) Material Hazen‐Williams C Flow
(gpm)Velocity (ft/s)
Town of Gulf Stream
2017 Flow Conditions at Peak Hour
Pipe Table
172 P‐82 48 12 PVC 140 229 0.65
531 P‐242 181 12 PVC 140 229 0.65
252 P‐128 59 8 Asbestos Cement 120 ‐100 0.64
346 P‐178 794 6 Asbestos Cement 120 53 0.6
203 P‐101 25 12 PVC 140 ‐208 0.59
54 P‐14 160 4 Asbestos Cement 120 23 0.58
229 P‐116 301 8 Asbestos Cement 120 ‐89 0.57
243 P‐123 60 6 Asbestos Cement 120 ‐48 0.54
245 P‐124 121 6 Asbestos Cement 120 ‐48 0.54
462 P‐218 314 6 Asbestos Cement 120 47 0.54
463 P‐219 378 6 Asbestos Cement 120 47 0.54
103 P‐40 91 6 Asbestos Cement 120 47 0.53
213 P‐107 741 12 PVC 140 ‐187 0.53
198 P‐98 147 12 PVC 140 ‐187 0.53
342 P‐176 516 4 Asbestos Cement 120 21 0.52
249 P‐126 69 8 Asbestos Cement 120 ‐79 0.5
251 P‐127 226 8 Asbestos Cement 120 ‐79 0.5
384 P‐198 106 6 Asbestos Cement 120 44 0.5
386 P‐199 46 6 Asbestos Cement 120 44 0.5
388 P‐200 560 6 Asbestos Cement 120 44 0.5
389 P‐201 232 6 Asbestos Cement 120 44 0.5
222 P‐112 305 4 Asbestos Cement 120 19 0.49
262 P‐133 445 4 Asbestos Cement 120 19 0.49
50 P‐11 786 6 Asbestos Cement 120 43 0.49
197 P‐97 743 12 PVC 140 ‐170 0.48
304 P‐155 257 12 PVC 140 ‐170 0.48
314 P‐160 498 6 Asbestos Cement 120 39 0.45
241 P‐122 309 6 Asbestos Cement 120 ‐39 0.44
224 P‐113 62 6 Asbestos Cement 120 36 0.41
226 P‐114 58 6 Asbestos Cement 120 36 0.41
316 P‐161 44 6 Asbestos Cement 120 36 0.41
318 P‐162 240 6 Asbestos Cement 120 36 0.41
289 P‐147 586 6 Asbestos Cement 120 36 0.4
138 P‐62 451 6 Asbestos Cement 120 32 0.36
137 P‐61 492 6 Asbestos Cement 120 32 0.36
117 P‐49 98 6 Asbestos Cement 120 30 0.34
110 P‐45 731 6 Asbestos Cement 120 ‐30 0.34
291 P‐148 712 6 Asbestos Cement 120 29 0.33
260 P‐132 336 4 Asbestos Cement 120 ‐12 0.31
330 P‐169 192 6 Asbestos Cement 120 27 0.3
228 P‐115 551 4 Asbestos Cement 120 12 0.3
60 P‐17 349 6 Asbestos Cement 120 25 0.29
273 P‐139 373 12 PVC 140 99 0.28
324 P‐165 173 12 PVC 140 99 0.28
295 P‐150 432 6 Asbestos Cement 120 24 0.27
297 P‐151 514 6 Asbestos Cement 120 24 0.27
293 P‐149 27 6 Asbestos Cement 120 24 0.27
65 P‐20 145 4 Asbestos Cement 120 11 0.27
350 P‐181 167 6 Asbestos Cement 120 24 0.27
352 P‐182 325 6 Asbestos Cement 120 24 0.27
494 P‐228 911 6 Asbestos Cement 120 24 0.27
354 P‐183 174 6 Asbestos Cement 120 23 0.26
ID Label
Length
(Scaled) (ft)Diameter (in) Material Hazen‐Williams C Flow
(gpm)Velocity (ft/s)
Town of Gulf Stream
2017 Flow Conditions at Peak Hour
Pipe Table
356 P‐184 329 6 Asbestos Cement 120 23 0.26
358 P‐185 248 6 Asbestos Cement 120 23 0.26
254 P‐129 159 6 Asbestos Cement 120 22 0.25
256 P‐130 366 6 Asbestos Cement 120 22 0.25
458 P‐215 120 4 Asbestos Cement 120 ‐9 0.24
348 P‐180 463 4 Asbestos Cement 120 ‐9 0.23
340 P‐175 133 6 Asbestos Cement 120 21 0.23
236 P‐119 324 6 Asbestos Cement 120 20 0.23
505 P‐235 374 6 Asbestos Cement 120 20 0.23
220 P‐111 420 6 Asbestos Cement 120 19 0.22
362 P‐187 321 6 Asbestos Cement 120 19 0.22
364 P‐188 227 6 Asbestos Cement 120 19 0.22
506 P‐236 366 6 Asbestos Cement 120 ‐19 0.22
239 P‐121 415 6 Asbestos Cement 120 ‐19 0.22
266 P‐135 335 4 Asbestos Cement 120 ‐8 0.21
46 P‐9 68 4 Asbestos Cement 120 ‐8 0.21
48 P‐10 316 4 Asbestos Cement 120 ‐8 0.21
52 P‐13 167 6 Asbestos Cement 120 ‐18 0.2
99 P‐38 353 6 Asbestos Cement 120 17 0.19
44 P‐8 166 6 Asbestos Cement 120 15 0.17
61 P‐18 43 6 Asbestos Cement 120 15 0.17
335 P‐172 341 6 Asbestos Cement 120 12 0.13
459 P‐216 46 6 Asbestos Cement 120 ‐9 0.11
287 P‐146 5 6 Asbestos Cement 120 ‐8 0.1
325 P‐166 198 12 PVC 140 ‐31 0.09
303 P‐154 5 12 PVC 140 ‐31 0.09
200 P‐99 418 12 PVC 140 17 0.05
209 P‐104 19 6 Asbestos Cement 120 0 0
299 P‐152 37 6 Asbestos Cement 120 0 0
465 P‐220 50 6 Asbestos Cement 120 0 0
175 P‐84 61 6 Asbestos Cement 120 0 0
453 P‐213 65 6 Asbestos Cement 120 0 0
382 P‐197 63 6 Asbestos Cement 120 0 0
165 P‐78 65 6 Asbestos Cement 120 0 0
395 P‐204 64 6 Asbestos Cement 120 0 0
190 P‐93 65 6 Asbestos Cement 120 0 0
106 P‐42 63 6 Asbestos Cement 120 0 0
135 P‐60 71 6 Asbestos Cement 120 0 0
140 P‐63 67 6 Asbestos Cement 120 0 0
155 P‐72 61 6 Asbestos Cement 120 0 0
376 P‐194 63 6 Asbestos Cement 120 0 0
120 P‐51 64 6 Asbestos Cement 120 0 0
195 P‐96 66 6 Asbestos Cement 120 0 0
391 P‐202 47 6 Asbestos Cement 120 0 0
185 P‐90 64 6 Asbestos Cement 120 0 0
471 P‐223 85 6 Asbestos Cement 120 0 0
446 P‐211 61 6 Asbestos Cement 120 0 0
74 P‐23 62 6 Asbestos Cement 120 0 0
378 P‐195 66 6 Asbestos Cement 120 0 0
401 P‐207 63 6 Asbestos Cement 120 0 0
460 P‐217 87 6 Asbestos Cement 120 0 0
268 P‐136 69 6 Asbestos Cement 120 0 0
ID Label
Length
(Scaled) (ft)Diameter (in) Material Hazen‐Williams C Flow
(gpm)Velocity (ft/s)
Town of Gulf Stream
2017 Flow Conditions at Peak Hour
Pipe Table
270 P‐137 68 6 Asbestos Cement 120 0 0
150 P‐69 65 6 Asbestos Cement 120 0 0
264 P‐134 64 6 Asbestos Cement 120 0 0
145 P‐66 63 6 Asbestos Cement 120 0 0
258 P‐131 58 6 Asbestos Cement 120 0 0
56 P‐15 63 6 Asbestos Cement 120 0 0
279 P‐142 40 6 Asbestos Cement 120 0 0
372 P‐192 63 6 Asbestos Cement 120 0 0
360 P‐186 63 6 Asbestos Cement 120 0 0
448 P‐212 70 6 Asbestos Cement 120 0 0
428 P‐208 61 6 Asbestos Cement 120 0 0
63 P‐19 59 6 Asbestos Cement 120 0 0
160 P‐75 63 6 Asbestos Cement 120 0 0
125 P‐54 70 6 Asbestos Cement 120 0 0
477 P‐226 72 6 Asbestos Cement 120 0 0
374 P‐193 63 6 Asbestos Cement 120 0 0
393 P‐203 346 6 Asbestos Cement 120 0 0
368 P‐190 67 6 Asbestos Cement 120 0 0
370 P‐191 64 6 Asbestos Cement 120 0 0
399 P‐206 63 6 Asbestos Cement 120 0 0
442 P‐209 72 6 Asbestos Cement 120 0 0
397 P‐205 65 6 Asbestos Cement 120 0 0
380 P‐196 78 6 Asbestos Cement 120 0 0
84 P‐29 68 6 Asbestos Cement 120 0 0
79 P‐26 297 6 Asbestos Cement 120 0 0
115 P‐48 76 6 Asbestos Cement 120 0 0
180 P‐87 101 6 Asbestos Cement 120 0 0
301 P‐153 89 6 Asbestos Cement 120 0 0
281 P‐143 284 6 Asbestos Cement 120 0 0
233 P‐118 66 6 Asbestos Cement 120 0 0
231 P‐117 63 6 Asbestos Cement 120 0 0
170 P‐81 67 6 Asbestos Cement 120 0 0
ID Label Elevation (ft) Demand Collection Demand (gpm)Hydraulic Grade
(ft)Pressure (psi)Pressure Head
(ft)
313 Water Node 3 0 <Collection: 1 item> 16 117.48 51 117.48
309 Water Node 3 0 <Collection: 1 item> 38 117.96 51 117.96
495 Water Node 3 0 <Collection: 1 item> 30 118.78 51 118.78
333 Water Node 3 0 <Collection: 1 item> 6 117.48 51 117.48
311 Water Node 3 0 <Collection: 1 item> 22 117.58 51 117.58
341 Water Node 3 0 <Collection: 1 item> 11 117.62 51 117.62
284 Water Node 3 0 <Collection: 1 item> 32 117.24 51 117.24
290 Water Node 2 0 <Collection: 1 item> 4 117.05 51 117.05
492 Water Node 2 0 <Collection: 1 item> 40 117.31 51 117.31
498 Water Node 2 0 <Collection: 1 item> 15 117.75 51 117.75
501 Water Node 2 0 <Collection: 1 item> 51 118.22 51 118.22
529 Water Node 2 0 <Collection: 1 item> 31 120.65 52 120.65
526 Water Node 2 0 <Collection: 1 item> 32 121.15 52 121.15
507 Water Node 2 0 <Collection: 1 item> 37 121.5 53 121.5
88 Water Node 2 0 <Collection: 1 item> 21 120.77 52 120.77
455 Water Node 2 0 <Collection: 1 item> 9 121.72 53 121.72
64 Water Node 2 0 <Collection: 1 item> 11 121.69 53 121.69
53 Water Node 1 0 <Collection: 1 item> 23 121.61 53 121.61
93 Water Node 1 0 <Collection: 1 item> 30 120.75 52 120.75
100 Water Node 1 0 <Collection: 1 item> 47 120.22 52 120.22
129 Water Node 1 0 <Collection: 1 item> 32 120.56 52 120.56
191 Water Node 1 0 <Collection: 1 item> 0 120.61 52 120.61
504 Water Node 1 0 <Collection: 1 item> 39 120.05 52 120.05
265 Water Node 1 0 <Collection: 1 item> 8 120.13 52 120.13
261 Water Node 1 0 <Collection: 1 item> 19 120.03 52 120.03
259 Water Node 1 0 <Collection: 1 item> 12 120.24 52 120.24
255 Water Node 1 0 <Collection: 1 item> 22 120.31 52 120.31
225 Water Node 0 <Collection: 1 item> 24 120.46 52 120.46
221 Water Node 0 <Collection: 1 item> 19 120.29 52 120.29
199 Water Node 0 <Collection: 1 item> 17 120.6 52 120.6
351 Water Node 0 <Collection: 1 item> 24 119.31 52 119.31
357 Water Node 0 <Collection: 1 item> 23 118.42 51 118.42
365 Water Node 0 <Collection: 1 item> 19 117.12 51 117.12
321 Water Node 0 <Collection: 1 item> 36 116.8 51 116.8
288 Water Node 0 <Collection: 1 item> 7 117.13 51 117.13
296 Water Node 0 <Collection: 1 item> 24 116.96 51 116.96
473 J‐175 0 <Collection: 0 items> 0 120.69 52 120.69
467 J‐173 0 <Collection: 0 items> 0 121.47 53 121.47
461 J‐171 0 <Collection: 0 items> 0 121.48 53 121.48
457 J‐170 0 <Collection: 0 items> 0 121.73 53 121.73
398 J‐162 0 <Collection: 0 items> 0 117.44 51 117.44
392 J‐159 0 <Collection: 0 items> 0 117.24 51 117.24
390 J‐158 0 <Collection: 0 items> 0 117.24 51 117.24
387 J‐157 0 <Collection: 0 items> 0 117.3 51 117.3
385 J‐156 0 <Collection: 0 items> 0 117.44 51 117.44
383 J‐155 0 <Collection: 0 items> 0 117.46 51 117.46
363 J‐145 0 <Collection: 0 items> 0 117.55 51 117.55
361 J‐144 0 <Collection: 0 items> 0 117.57 51 117.57
355 J‐141 0 <Collection: 0 items> 0 118.44 51 118.44
353 J‐140 0 <Collection: 0 items> 0 118.47 51 118.47
349 J‐138 0 <Collection: 0 items> 0 119.34 52 119.34
345 J‐137 0 <Collection: 0 items> 0 117.57 51 117.57
Town of Gulf Stream
2017 Flow Conditions at Peak Hour
Junction Table
ID Label Elevation (ft) Demand Collection Demand (gpm)Hydraulic Grade
(ft)Pressure (psi)Pressure Head
(ft)
Town of Gulf Stream
2017 Flow Conditions at Peak Hour
Junction Table
339 J‐134 0 <Collection: 0 items> 0 117.86 51 117.86
336 J‐133 0 <Collection: 0 items> 0 117.87 51 117.87
331 J‐131 0 <Collection: 0 items> 0 117.9 51 117.9
328 J‐130 0 <Collection: 0 items> 0 117.98 51 117.98
326 J‐129 0 <Collection: 0 items> 0 119.52 52 119.52
323 J‐128 0 <Collection: 0 items> 0 120.52 52 120.52
319 J‐126 0 <Collection: 0 items> 0 117.17 51 117.17
317 J‐125 0 <Collection: 0 items> 0 117.43 51 117.43
315 J‐124 0 <Collection: 0 items> 0 117.47 51 117.47
307 J‐120 0 <Collection: 0 items> 0 118.48 51 118.48
305 J‐119 0 <Collection: 0 items> 0 119.35 52 119.35
302 J‐118 0 <Collection: 0 items> 0 120.52 52 120.52
294 J‐114 0 <Collection: 0 items> 0 117.01 51 117.01
292 J‐113 0 <Collection: 0 items> 0 117.04 51 117.04
286 J‐110 0 <Collection: 0 items> 0 117.24 51 117.24
282 J‐108 0 <Collection: 0 items> 0 117.51 51 117.51
280 J‐107 0 <Collection: 0 items> 0 117.98 51 117.98
278 J‐106 0 <Collection: 0 items> 0 117.98 51 117.98
276 J‐105 0 <Collection: 0 items> 0 117.98 51 117.98
274 J‐104 0 <Collection: 0 items> 0 118.72 51 118.72
271 J‐103 0 <Collection: 0 items> 0 120.53 52 120.53
253 J‐94 0 <Collection: 0 items> 0 120.34 52 120.34
250 J‐93 0 <Collection: 0 items> 0 120.35 52 120.35
248 J‐92 0 <Collection: 0 items> 0 120.31 52 120.31
246 J‐91 0 <Collection: 0 items> 0 120.29 52 120.29
244 J‐90 0 <Collection: 0 items> 0 120.22 52 120.22
242 J‐89 0 <Collection: 0 items> 0 120.18 52 120.18
240 J‐88 0 <Collection: 0 items> 0 120.16 52 120.16
237 J‐87 0 <Collection: 0 items> 0 120.07 52 120.07
235 J‐86 0 <Collection: 0 items> 0 120.07 52 120.07
234 J‐85 0 <Collection: 0 items> 0 120.09 52 120.09
227 J‐82 0 <Collection: 0 items> 0 120.37 52 120.37
223 J‐80 0 <Collection: 0 items> 0 120.47 52 120.47
219 J‐78 0 <Collection: 0 items> 0 120.42 52 120.42
217 J‐77 0 <Collection: 0 items> 0 120.44 52 120.44
215 J‐76 0 <Collection: 0 items> 0 120.48 52 120.48
212 J‐75 0 <Collection: 0 items> 0 120.69 52 120.69
207 J‐74 0 <Collection: 0 items> 0 121.27 52 121.27
204 J‐72 0 <Collection: 0 items> 0 121.27 52 121.27
201 J‐71 0 <Collection: 0 items> 0 120.73 52 120.73
196 J‐69 0 <Collection: 0 items> 0 120.6 52 120.6
186 J‐65 0 <Collection: 0 items> 0 120.54 52 120.54
181 J‐63 0 <Collection: 0 items> 0 120.52 52 120.52
176 J‐61 0 <Collection: 0 items> 0 120.52 52 120.52
171 J‐59 0 <Collection: 0 items> 0 120.54 52 120.54
166 J‐57 0 <Collection: 0 items> 0 120.63 52 120.63
161 J‐55 0 <Collection: 0 items> 0 120.78 52 120.78
156 J‐53 0 <Collection: 0 items> 0 120.84 52 120.84
151 J‐51 0 <Collection: 0 items> 0 120.97 52 120.97
146 J‐49 0 <Collection: 0 items> 0 121.1 52 121.1
142 J‐48 0 <Collection: 0 items> 0 121.22 52 121.22
136 J‐45 0 <Collection: 0 items> 0 121.27 52 121.27
ID Label Elevation (ft) Demand Collection Demand (gpm)Hydraulic Grade
(ft)Pressure (psi)Pressure Head
(ft)
Town of Gulf Stream
2017 Flow Conditions at Peak Hour
Junction Table
131 J‐43 0 <Collection: 0 items> 0 121.2 52 121.2
126 J‐41 0 <Collection: 0 items> 0 121.34 52 121.34
121 J‐39 0 <Collection: 0 items> 0 121.33 52 121.33
116 J‐37 0 <Collection: 0 items> 0 121.35 53 121.35
111 J‐35 0 <Collection: 0 items> 0 121.46 53 121.46
107 J‐34 0 <Collection: 0 items> 0 121.45 53 121.45
102 J‐32 0 <Collection: 0 items> 0 121.32 52 121.32
98 J‐30 0 <Collection: 0 items> 0 121.35 53 121.35
95 J‐29 0 <Collection: 0 items> 0 121.37 53 121.37
90 J‐27 0 <Collection: 0 items> 0 121.58 53 121.58
85 J‐25 0 <Collection: 0 items> 0 121.83 53 121.83
80 J‐23 0 <Collection: 0 items> 0 121.68 53 121.68
75 J‐21 0 <Collection: 0 items> 0 121.81 53 121.81
70 J‐19 0 <Collection: 0 items> 0 121.79 53 121.79
59 J‐15 0 <Collection: 0 items> 0 121.71 53 121.71
49 J‐11 0 <Collection: 0 items> 0 121.74 53 121.74
47 J‐10 0 <Collection: 0 items> 0 121.73 53 121.73
45 J‐9 0 <Collection: 0 items> 0 121.71 53 121.71
43 J‐8 0 <Collection: 0 items> 0 121.7 53 121.7
41 J‐7 0 <Collection: 0 items> 0 121.71 53 121.71
38 J‐6 0 <Collection: 0 items> 0 121.94 53 121.94
34 J‐4 0 <Collection: 0 items> 0 120.73 52 120.73
32 J‐3 0 <Collection: 0 items> 0 120.55 52 120.55
536 ach Intercon 0 <Collection: 0 items> 0 117.05 51 117.05
ID Label
Length
(Scaled) (ft)Diameter (in) Material
Hazen‐Williams
C Flow (gpm)Velocity
(ft/s)
210 P‐105 66 6 Asbestos Cement 120 358 4.06
211 P‐106 115 6 Asbestos Cement 120 225 2.55
306 P‐156 519 6 Asbestos Cement 120 147 1.67
327 P‐167 506 6 Asbestos Cement 120 137 1.56
496 P‐229 375 6 Asbestos Cement 120 137 1.56
502 P‐233 257 6 Asbestos Cement 120 137 1.55
275 P‐140 926 6 Asbestos Cement 120 137 1.55
39 P‐5 98 12 PVC 140 539 1.53
208 P‐103 304 6 Asbestos Cement 120 ‐133 1.51
86 P‐30 202 12 PVC 140 494 1.4
308 P‐157 552 6 Asbestos Cement 120 122 1.39
77 P‐25 58 12 PVC 140 471 1.34
81 P‐27 233 12 PVC 140 471 1.34
91 P‐33 208 12 PVC 140 471 1.34
87 P‐31 40 12 PVC 140 471 1.34
104 P‐41 510 4 Asbestos Cement 120 50 1.27
497 P‐230 662 6 Asbestos Cement 120 106 1.2
508 P‐237 206 12 PVC 140 421 1.19
310 P‐158 496 6 Asbestos Cement 120 98 1.11
113 P‐47 34 12 PVC 140 382 1.08
469 P‐222 41 12 PVC 140 382 1.08
509 P‐238 76 12 PVC 140 382 1.08
89 P‐32 522 3 Asbestos Cement 120 22 1.02
214 P‐108 148 12 PVC 140 ‐358 1.01
127 P‐55 390 12 PVC 140 351 0.99
312 P‐159 460 6 Asbestos Cement 120 86 0.97
216 P‐109 355 8 Asbestos Cement 120 152 0.97
320 P‐163 199 4 Asbestos Cement 120 38 0.97
322 P‐164 288 4 Asbestos Cement 120 38 0.97
500 P‐232 292 6 Asbestos Cement 120 ‐83 0.95
503 P‐234 315 6 Asbestos Cement 120 83 0.95
366 P‐189 259 3 Asbestos Cement 120 20 0.92
128 P‐56 46 12 PVC 140 317 0.9
143 P‐64 489 12 PVC 140 317 0.9
527 P‐239 306 12 PVC 140 317 0.9
332 P‐170 119 6 Asbestos Cement 120 78 0.88
337 P‐173 50 6 Asbestos Cement 120 78 0.88
133 P‐59 614 4 Asbestos Cement 120 34 0.86
118 P‐50 627 4 Asbestos Cement 120 32 0.82
152 P‐70 685 12 PVC 140 284 0.8
157 P‐73 704 12 PVC 140 284 0.8
162 P‐76 343 12 PVC 140 284 0.8
474 P‐224 475 12 PVC 140 284 0.8
528 P‐240 301 12 PVC 140 284 0.8
Town of Gulf Stream
2030 Flow Conditions at Peak Hour
Pipe Table
ID Label
Length
(Scaled) (ft)Diameter (in) Material
Hazen‐Williams
C Flow (gpm)Velocity
(ft/s)
Town of Gulf Stream
2030 Flow Conditions at Peak Hour
Pipe Table
530 P‐241 226 12 PVC 140 284 0.8
247 P‐125 138 6 Asbestos Cement 120 ‐70 0.8
493 P‐227 370 6 Asbestos Cement 120 67 0.76
499 P‐231 467 6 Asbestos Cement 120 ‐67 0.76
347 P‐179 169 6 Asbestos Cement 120 66 0.75
218 P‐110 118 8 Asbestos Cement 120 114 0.73
168 P‐80 556 12 PVC 140 251 0.71
531 P‐242 181 12 PVC 140 251 0.71
252 P‐128 59 8 Asbestos Cement 120 ‐106 0.68
172 P‐82 48 12 PVC 140 234 0.66
272 P‐138 46 12 PVC 140 234 0.66
203 P‐101 25 12 PVC 140 ‐225 0.64
346 P‐178 794 6 Asbestos Cement 120 56 0.64
54 P‐14 160 4 Asbestos Cement 120 24 0.62
229 P‐116 301 8 Asbestos Cement 120 ‐94 0.6
213 P‐107 741 12 PVC 140 ‐206 0.58
198 P‐98 147 12 PVC 140 ‐205 0.58
463 P‐219 378 6 Asbestos Cement 120 50 0.57
462 P‐218 314 6 Asbestos Cement 120 50 0.57
243 P‐123 60 6 Asbestos Cement 120 ‐50 0.57
245 P‐124 121 6 Asbestos Cement 120 ‐50 0.57
103 P‐40 91 6 Asbestos Cement 120 50 0.56
342 P‐176 516 4 Asbestos Cement 120 22 0.55
197 P‐97 743 12 PVC 140 ‐188 0.53
304 P‐155 257 12 PVC 140 ‐188 0.53
249 P‐126 69 8 Asbestos Cement 120 ‐83 0.53
251 P‐127 226 8 Asbestos Cement 120 ‐83 0.53
384 P‐198 106 6 Asbestos Cement 120 47 0.53
386 P‐199 46 6 Asbestos Cement 120 47 0.53
388 P‐200 560 6 Asbestos Cement 120 47 0.53
389 P‐201 232 6 Asbestos Cement 120 47 0.53
222 P‐112 305 4 Asbestos Cement 120 20 0.52
262 P‐133 445 4 Asbestos Cement 120 20 0.52
50 P‐11 786 6 Asbestos Cement 120 45 0.51
314 P‐160 498 6 Asbestos Cement 120 42 0.47
241 P‐122 309 6 Asbestos Cement 120 ‐41 0.47
316 P‐161 44 6 Asbestos Cement 120 38 0.43
318 P‐162 240 6 Asbestos Cement 120 38 0.43
224 P‐113 62 6 Asbestos Cement 120 38 0.43
226 P‐114 58 6 Asbestos Cement 120 38 0.43
289 P‐147 586 6 Asbestos Cement 120 38 0.43
138 P‐62 451 6 Asbestos Cement 120 34 0.38
137 P‐61 492 6 Asbestos Cement 120 34 0.38
117 P‐49 98 6 Asbestos Cement 120 32 0.36
ID Label
Length
(Scaled) (ft)Diameter (in) Material
Hazen‐Williams
C Flow (gpm)Velocity
(ft/s)
Town of Gulf Stream
2030 Flow Conditions at Peak Hour
Pipe Table
110 P‐45 731 6 Asbestos Cement 120 ‐32 0.36
291 P‐148 712 6 Asbestos Cement 120 30 0.34
260 P‐132 336 4 Asbestos Cement 120 ‐13 0.33
330 P‐169 192 6 Asbestos Cement 120 28 0.32
228 P‐115 551 4 Asbestos Cement 120 12 0.32
60 P‐17 349 6 Asbestos Cement 120 27 0.3
293 P‐149 27 6 Asbestos Cement 120 26 0.29
295 P‐150 432 6 Asbestos Cement 120 26 0.29
297 P‐151 514 6 Asbestos Cement 120 26 0.29
65 P‐20 145 4 Asbestos Cement 120 11 0.29
350 P‐181 167 6 Asbestos Cement 120 25 0.29
352 P‐182 325 6 Asbestos Cement 120 25 0.29
494 P‐228 911 6 Asbestos Cement 120 25 0.29
273 P‐139 373 12 PVC 140 97 0.28
324 P‐165 173 12 PVC 140 97 0.28
354 P‐183 174 6 Asbestos Cement 120 24 0.27
356 P‐184 329 6 Asbestos Cement 120 24 0.27
358 P‐185 248 6 Asbestos Cement 120 24 0.27
254 P‐129 159 6 Asbestos Cement 120 23 0.26
256 P‐130 366 6 Asbestos Cement 120 23 0.26
458 P‐215 120 4 Asbestos Cement 120 ‐10 0.25
348 P‐180 463 4 Asbestos Cement 120 ‐10 0.25
340 P‐175 133 6 Asbestos Cement 120 22 0.25
236 P‐119 324 6 Asbestos Cement 120 21 0.24
505 P‐235 374 6 Asbestos Cement 120 21 0.24
220 P‐111 420 6 Asbestos Cement 120 20 0.23
362 P‐187 321 6 Asbestos Cement 120 20 0.23
364 P‐188 227 6 Asbestos Cement 120 20 0.23
506 P‐236 366 6 Asbestos Cement 120 ‐20 0.23
239 P‐121 415 6 Asbestos Cement 120 ‐20 0.23
266 P‐135 335 4 Asbestos Cement 120 ‐9 0.22
46 P‐9 68 4 Asbestos Cement 120 ‐9 0.22
48 P‐10 316 4 Asbestos Cement 120 ‐9 0.22
52 P‐13 167 6 Asbestos Cement 120 ‐19 0.21
99 P‐38 353 6 Asbestos Cement 120 18 0.21
44 P‐8 166 6 Asbestos Cement 120 16 0.18
61 P‐18 43 6 Asbestos Cement 120 16 0.18
335 P‐172 341 6 Asbestos Cement 120 13 0.14
303 P‐154 5 12 PVC 140 ‐40 0.11
325 P‐166 198 12 PVC 140 ‐40 0.11
459 P‐216 46 6 Asbestos Cement 120 ‐10 0.11
287 P‐146 5 6 Asbestos Cement 120 ‐9 0.1
200 P‐99 418 12 PVC 140 18 0.05
209 P‐104 19 6 Asbestos Cement 120 0 0
ID Label
Length
(Scaled) (ft)Diameter (in) Material
Hazen‐Williams
C Flow (gpm)Velocity
(ft/s)
Town of Gulf Stream
2030 Flow Conditions at Peak Hour
Pipe Table
299 P‐152 37 6 Asbestos Cement 120 0 0
258 P‐131 58 6 Asbestos Cement 120 0 0
140 P‐63 67 6 Asbestos Cement 120 0 0
145 P‐66 63 6 Asbestos Cement 120 0 0
74 P‐23 62 6 Asbestos Cement 120 0 0
190 P‐93 65 6 Asbestos Cement 120 0 0
378 P‐195 66 6 Asbestos Cement 120 0 0
370 P‐191 64 6 Asbestos Cement 120 0 0
401 P‐207 63 6 Asbestos Cement 120 0 0
374 P‐193 63 6 Asbestos Cement 120 0 0
195 P‐96 66 6 Asbestos Cement 120 0 0
106 P‐42 63 6 Asbestos Cement 120 0 0
56 P‐15 63 6 Asbestos Cement 120 0 0
120 P‐51 64 6 Asbestos Cement 120 0 0
170 P‐81 67 6 Asbestos Cement 120 0 0
428 P‐208 61 6 Asbestos Cement 120 0 0
471 P‐223 85 6 Asbestos Cement 120 0 0
233 P‐118 66 6 Asbestos Cement 120 0 0
391 P‐202 47 6 Asbestos Cement 120 0 0
268 P‐136 69 6 Asbestos Cement 120 0 0
465 P‐220 50 6 Asbestos Cement 120 0 0
446 P‐211 61 6 Asbestos Cement 120 0 0
160 P‐75 63 6 Asbestos Cement 120 0 0
135 P‐60 71 6 Asbestos Cement 120 0 0
368 P‐190 67 6 Asbestos Cement 120 0 0
376 P‐194 63 6 Asbestos Cement 120 0 0
175 P‐84 61 6 Asbestos Cement 120 0 0
395 P‐204 64 6 Asbestos Cement 120 0 0
264 P‐134 64 6 Asbestos Cement 120 0 0
165 P‐78 65 6 Asbestos Cement 120 0 0
372 P‐192 63 6 Asbestos Cement 120 0 0
448 P‐212 70 6 Asbestos Cement 120 0 0
125 P‐54 70 6 Asbestos Cement 120 0 0
399 P‐206 63 6 Asbestos Cement 120 0 0
382 P‐197 63 6 Asbestos Cement 120 0 0
84 P‐29 68 6 Asbestos Cement 120 0 0
360 P‐186 63 6 Asbestos Cement 120 0 0
279 P‐142 40 6 Asbestos Cement 120 0 0
150 P‐69 65 6 Asbestos Cement 120 0 0
453 P‐213 65 6 Asbestos Cement 120 0 0
63 P‐19 59 6 Asbestos Cement 120 0 0
270 P‐137 68 6 Asbestos Cement 120 0 0
397 P‐205 65 6 Asbestos Cement 120 0 0
460 P‐217 87 6 Asbestos Cement 120 0 0
ID Label
Length
(Scaled) (ft)Diameter (in) Material
Hazen‐Williams
C Flow (gpm)Velocity
(ft/s)
Town of Gulf Stream
2030 Flow Conditions at Peak Hour
Pipe Table
393 P‐203 346 6 Asbestos Cement 120 0 0
185 P‐90 64 6 Asbestos Cement 120 0 0
380 P‐196 78 6 Asbestos Cement 120 0 0
79 P‐26 297 6 Asbestos Cement 120 0 0
477 P‐226 72 6 Asbestos Cement 120 0 0
155 P‐72 61 6 Asbestos Cement 120 0 0
180 P‐87 101 6 Asbestos Cement 120 0 0
115 P‐48 76 6 Asbestos Cement 120 0 0
231 P‐117 63 6 Asbestos Cement 120 0 0
442 P‐209 72 6 Asbestos Cement 120 0 0
301 P‐153 89 6 Asbestos Cement 120 0 0
281 P‐143 284 6 Asbestos Cement 120 0 0
ID Label
Elevation
(ft)Demand Collection Demand (gpm)Hydraulic
Grade (ft)
Pressure
(psi)
Pressure
Head (ft)
313 Water Node 36 0 <Collection: 1 item> 16 116.91 51 116.91
309 Water Node 35 0 <Collection: 1 item> 40 117.45 51 117.45
495 Water Node 34 0 <Collection: 1 item> 32 118.36 51 118.36
333 Water Node 33 0 <Collection: 1 item> 7 116.92 51 116.92
311 Water Node 32 0 <Collection: 1 item> 24 117.03 51 117.03
341 Water Node 31 0 <Collection: 1 item> 12 117.07 51 117.07
284 Water Node 30 0 <Collection: 1 item> 34 116.64 50 116.64
290 Water Node 29 0 <Collection: 1 item> 5 116.43 50 116.43
492 Water Node 28 0 <Collection: 1 item> 42 116.73 51 116.73
498 Water Node 27 0 <Collection: 1 item> 16 117.21 51 117.21
501 Water Node 26 0 <Collection: 1 item> 54 117.74 51 117.74
529 Water Node 25 0 <Collection: 1 item> 33 120.44 52 120.44
526 Water Node 24 0 <Collection: 1 item> 33 121.02 52 121.02
507 Water Node 23 0 <Collection: 1 item> 39 121.42 53 121.42
88 Water Node 22 0 <Collection: 1 item> 22 120.65 52 120.65
455 Water Node 21 0 <Collection: 1 item> 10 121.69 53 121.69
64 Water Node 20 0 <Collection: 1 item> 11 121.65 53 121.65
53 Water Node 19 0 <Collection: 1 item> 24 121.57 53 121.57
93 Water Node 18 0 <Collection: 1 item> 32 120.6 52 120.6
100 Water Node 17 0 <Collection: 1 item> 50 120.02 52 120.02
129 Water Node 16 0 <Collection: 1 item> 34 120.38 52 120.38
191 Water Node 15 0 <Collection: 1 item> 1 120.4 52 120.4
504 Water Node 14 0 <Collection: 1 item> 41 119.78 52 119.78
265 Water Node 13 0 <Collection: 1 item> 9 119.87 52 119.87
261 Water Node 12 0 <Collection: 1 item> 20 119.76 52 119.76
259 Water Node 11 0 <Collection: 1 item> 13 119.99 52 119.99
255 Water Node 10 0 <Collection: 1 item> 23 120.07 52 120.07
225 Water Node 9 0 <Collection: 1 item> 25 120.23 52 120.23
221 Water Node 8 0 <Collection: 1 item> 20 120.05 52 120.05
199 Water Node 7 0 <Collection: 1 item> 18 120.38 52 120.38
351 Water Node 6 0 <Collection: 1 item> 25 118.95 51 118.95
357 Water Node 5 0 <Collection: 1 item> 24 117.96 51 117.96
365 Water Node 4 0 <Collection: 1 item> 20 116.52 50 116.52
321 Water Node 3 0 <Collection: 1 item> 38 116.15 50 116.15
288 Water Node 2 0 <Collection: 1 item> 7 116.53 50 116.53
296 Water Node 1 0 <Collection: 1 item> 26 116.34 50 116.34
473 J‐175 0 <Collection: 0 items> 0 120.48 52 120.48
467 J‐173 0 <Collection: 0 items> 0 121.39 53 121.39
461 J‐171 0 <Collection: 0 items> 0 121.41 53 121.41
457 J‐170 0 <Collection: 0 items> 0 121.7 53 121.7
398 J‐162 0 <Collection: 0 items> 0 116.88 51 116.88
392 J‐159 0 <Collection: 0 items> 0 116.64 50 116.64
390 J‐158 0 <Collection: 0 items> 0 116.64 50 116.64
387 J‐157 0 <Collection: 0 items> 0 116.71 50 116.71
385 J‐156 0 <Collection: 0 items> 0 116.88 51 116.88
383 J‐155 0 <Collection: 0 items> 0 116.89 51 116.89
363 J‐145 0 <Collection: 0 items> 0 117 51 117
361 J‐144 0 <Collection: 0 items> 0 117.01 51 117.01
355 J‐141 0 <Collection: 0 items> 0 117.98 51 117.98
353 J‐140 0 <Collection: 0 items> 0 118.01 51 118.01
349 J‐138 0 <Collection: 0 items> 0 118.98 51 118.98
Town of Gulf Stream
2030 Flow Conditions at Peak Hour
Junction Table
ID Label
Elevation
(ft)Demand Collection Demand (gpm)Hydraulic
Grade (ft)
Pressure
(psi)
Pressure
Head (ft)
Town of Gulf Stream
2030 Flow Conditions at Peak Hour
Junction Table
345 J‐137 0 <Collection: 0 items> 0 117.01 51 117.01
339 J‐134 0 <Collection: 0 items> 0 117.33 51 117.33
336 J‐133 0 <Collection: 0 items> 0 117.34 51 117.34
331 J‐131 0 <Collection: 0 items> 0 117.38 51 117.38
328 J‐130 0 <Collection: 0 items> 0 117.47 51 117.47
326 J‐129 0 <Collection: 0 items> 0 119.18 52 119.18
323 J‐128 0 <Collection: 0 items> 0 120.28 52 120.28
319 J‐126 0 <Collection: 0 items> 0 116.57 50 116.57
317 J‐125 0 <Collection: 0 items> 0 116.85 51 116.85
315 J‐124 0 <Collection: 0 items> 0 116.9 51 116.9
307 J‐120 0 <Collection: 0 items> 0 118.03 51 118.03
305 J‐119 0 <Collection: 0 items> 0 118.99 51 118.99
302 J‐118 0 <Collection: 0 items> 0 120.28 52 120.28
294 J‐114 0 <Collection: 0 items> 0 116.39 50 116.39
292 J‐113 0 <Collection: 0 items> 0 116.43 50 116.43
286 J‐110 0 <Collection: 0 items> 0 116.64 50 116.64
282 J‐108 0 <Collection: 0 items> 0 116.94 51 116.94
280 J‐107 0 <Collection: 0 items> 0 117.47 51 117.47
278 J‐106 0 <Collection: 0 items> 0 117.47 51 117.47
276 J‐105 0 <Collection: 0 items> 0 117.47 51 117.47
274 J‐104 0 <Collection: 0 items> 0 118.29 51 118.29
271 J‐103 0 <Collection: 0 items> 0 120.3 52 120.3
253 J‐94 0 <Collection: 0 items> 0 120.1 52 120.1
250 J‐93 0 <Collection: 0 items> 0 120.11 52 120.11
248 J‐92 0 <Collection: 0 items> 0 120.07 52 120.07
246 J‐91 0 <Collection: 0 items> 0 120.05 52 120.05
244 J‐90 0 <Collection: 0 items> 0 119.96 52 119.96
242 J‐89 0 <Collection: 0 items> 0 119.92 52 119.92
240 J‐88 0 <Collection: 0 items> 0 119.9 52 119.9
237 J‐87 0 <Collection: 0 items> 0 119.81 52 119.81
235 J‐86 0 <Collection: 0 items> 0 119.81 52 119.81
234 J‐85 0 <Collection: 0 items> 0 119.83 52 119.83
227 J‐82 0 <Collection: 0 items> 0 120.13 52 120.13
223 J‐80 0 <Collection: 0 items> 0 120.25 52 120.25
219 J‐78 0 <Collection: 0 items> 0 120.19 52 120.19
217 J‐77 0 <Collection: 0 items> 0 120.21 52 120.21
215 J‐76 0 <Collection: 0 items> 0 120.26 52 120.26
212 J‐75 0 <Collection: 0 items> 0 120.49 52 120.49
207 J‐74 0 <Collection: 0 items> 0 121.16 52 121.16
204 J‐72 0 <Collection: 0 items> 0 121.16 52 121.16
201 J‐71 0 <Collection: 0 items> 0 120.54 52 120.54
196 J‐69 0 <Collection: 0 items> 0 120.38 52 120.38
186 J‐65 0 <Collection: 0 items> 0 120.31 52 120.31
181 J‐63 0 <Collection: 0 items> 0 120.28 52 120.28
176 J‐61 0 <Collection: 0 items> 0 120.29 52 120.29
171 J‐59 0 <Collection: 0 items> 0 120.3 52 120.3
166 J‐57 0 <Collection: 0 items> 0 120.41 52 120.41
161 J‐55 0 <Collection: 0 items> 0 120.59 52 120.59
156 J‐53 0 <Collection: 0 items> 0 120.66 52 120.66
151 J‐51 0 <Collection: 0 items> 0 120.81 52 120.81
146 J‐49 0 <Collection: 0 items> 0 120.96 52 120.96
ID Label
Elevation
(ft)Demand Collection Demand (gpm)Hydraulic
Grade (ft)
Pressure
(psi)
Pressure
Head (ft)
Town of Gulf Stream
2030 Flow Conditions at Peak Hour
Junction Table
142 J‐48 0 <Collection: 0 items> 0 121.1 52 121.1
136 J‐45 0 <Collection: 0 items> 0 121.16 52 121.16
131 J‐43 0 <Collection: 0 items> 0 121.09 52 121.09
126 J‐41 0 <Collection: 0 items> 0 121.24 52 121.24
121 J‐39 0 <Collection: 0 items> 0 121.23 52 121.23
116 J‐37 0 <Collection: 0 items> 0 121.27 52 121.27
111 J‐35 0 <Collection: 0 items> 0 121.38 53 121.38
107 J‐34 0 <Collection: 0 items> 0 121.37 53 121.37
102 J‐32 0 <Collection: 0 items> 0 121.23 52 121.23
98 J‐30 0 <Collection: 0 items> 0 121.26 52 121.26
95 J‐29 0 <Collection: 0 items> 0 121.28 52 121.28
90 J‐27 0 <Collection: 0 items> 0 121.51 53 121.51
85 J‐25 0 <Collection: 0 items> 0 121.81 53 121.81
80 J‐23 0 <Collection: 0 items> 0 121.63 53 121.63
75 J‐21 0 <Collection: 0 items> 0 121.79 53 121.79
70 J‐19 0 <Collection: 0 items> 0 121.76 53 121.76
59 J‐15 0 <Collection: 0 items> 0 121.67 53 121.67
49 J‐11 0 <Collection: 0 items> 0 121.71 53 121.71
47 J‐10 0 <Collection: 0 items> 0 121.7 53 121.7
45 J‐9 0 <Collection: 0 items> 0 121.67 53 121.67
43 J‐8 0 <Collection: 0 items> 0 121.67 53 121.67
41 J‐7 0 <Collection: 0 items> 0 121.67 53 121.67
38 J‐6 0 <Collection: 0 items> 0 121.93 53 121.93
34 J‐4 0 <Collection: 0 items> 0 120.54 52 120.54
32 J‐3 0 <Collection: 1 item> 16 120.31 52 120.31
536 n Beach Interconnect 0 <Collection: 0 items> 0 116.43 50 116.43
ID Label
Hydrant
Status
Lateral
Length (ft)
Elevation
(ft)
Hydraulic
Grade (ft)
Pressure
(psi)
Fire Flow
(Available) (gpm)
Fire Flow
(Needed) (gpm)
Fire Flow (Total
Upper Limit) (gpm)
Satisfies Fire Flow
Constraints?
426 H‐2 Closed 20 4.5 121 50 1,100 1,000 3,000 TRUE
425 H‐3 Closed 20 4.5 121 50 1,738 1,000 3,000 TRUE
424 H‐4 Closed 20 4.5 121 50 2,022 1,000 3,000 TRUE
421 H‐5 Closed 20 4.5 121 51 1,497 1,000 3,000 TRUE
423 H‐6 Closed 20 4.5 121 50 1,687 1,000 3,000 TRUE
422 H‐7 Closed 20 4.5 121 51 1,378 1,000 3,000 TRUE
466 H‐7A Closed 20 4.5 122 51 2,273 1,000 3,000 TRUE
408 H‐8 Closed 20 4.5 122 51 1,369 750 3,000 TRUE
410 H‐9 Closed 20 4.5 122 51 1000 1,000 3,000 TRUE
406 H‐10 Closed 20 4.5 122 51 1,638 1,000 3,000 TRUE
407 H‐12 Closed 20 4.5 122 51 3,000 1,000 3,000 TRUE
411 H‐14 Closed 20 4.5 122 51 3,000 1,000 3,000 TRUE
412 H‐15 Closed 20 4.5 121 51 3,000 1,000 3,000 TRUE
413 H‐16 Closed 20 4.5 121 51 3,000 500 3,000 TRUE
414 H‐17 Closed 20 4.5 121 51 3,000 500 3,000 TRUE
478 H‐17A Closed 20 4.5 121 51 3,000 2,000 3,000 TRUE
415 H‐18 Closed 20 4.5 121 51 3,000 500 3,000 TRUE
416 H‐19 Closed 20 4.5 121 50 3,000 2,000 3,000 TRUE
417 H‐20 Closed 20 4.5 121 50 3,000 2,000 3,000 TRUE
479 H‐21 Closed 20 4.5 121 50 2,661 1,000 3,000 TRUE
418 H‐22 Closed 20 4.5 121 50 3,000 1,000 3,000 TRUE
68 H‐23 Closed 20 4.5 122 51 1,032 1,000 3,000 TRUE
69 H‐24 Closed 20 4.5 122 51 1,019 1,000 3,000 TRUE
67 H‐25 Closed 20 4.5 122 51 1,022 750 3,000 TRUE
405 H‐26 Closed 20 4.5 122 51 1,635 1,000 3,000 TRUE
449 H‐27 Closed 20 4.5 121 50 1000 1,000 3,000 TRUE
450 H‐28 Closed 20 4.5 121 50 1,178 1,000 3,000 TRUE
451 H‐29 Closed 20 4.5 121 50 1,273 1,000 3,000 TRUE
441 H‐30 Closed 20 4.5 121 50 1,541 1,000 3,000 TRUE
436 H‐31 Closed 20 4.5 121 50 1,212 1,000 3,000 TRUE
434 H‐32 Closed 20 4.5 121 50 1,170 1,000 3,000 TRUE
431 H‐33 Closed 20 4.5 121 50 1,368 1,000 3,000 TRUE
432 H‐34 Closed 20 4.5 121 50 2,080 1,000 3,000 TRUE
440 H‐35 Closed 20 4.5 121 50 1,756 1,000 3,000 TRUE
439 H‐36 Closed 20 4.5 121 50 2,174 1,000 3,000 TRUE
438 H‐37 Closed 20 4.5 121 50 1,799 1,500 3,000 TRUE
435 H‐38 Closed 20 4.5 121 50 1,709 1,000 3,000 TRUE
480 H‐39 Closed 20 4.5 121 50 2,553 2,000 3,000 TRUE
454 H‐41 Closed 20 4.5 121 50 1,440 1,000 3,000 TRUE
404 H‐42 Closed 20 4.5 122 51 3,000 1,000 3,000 TRUE
472 H‐43 Closed 20 4.5 122 51 3,000 1,000 3,000 TRUE
403 H‐UNK ‐ 1 Closed 20 4.5 122 51 1,984 1,000 3,000 TRUE
402 H‐UNK‐2 Closed 20 4.5 122 51 3,000 1,000 3,000 TRUE
409 H‐UNK‐3 Closed 20 4.5 122 51 3,000 1,000 3,000 TRUE
419 H‐UNK‐4 Closed 20 4.5 121 50 3,000 1,000 3,000 TRUE
420 H‐UNK‐5 Closed 20 4.5 121 51 3,000 1,000 3,000 TRUE
429 H‐UNK‐6 Closed 20 4.5 121 50 1,090 1,000 3,000 TRUE
430 H‐UNK‐7 Closed 20 4.5 121 50 1,638 1,000 3,000 TRUE
433 H‐UNK‐8 Closed 20 4.5 121 50 2,231 1,000 3,000 TRUE
437 H‐UNK‐9 Closed 20 4.5 121 50 1,531 1,000 3,000 TRUE
Town of Gulf Stream
2030 Flow Conditions at Max Day with CIP
Fire Hydrant Table
APPENDIX F
Roadway Pavement Investigation
APPENDIX G
Results of Roadway Survey (FDOT)
Picture to Picture Street Name FDOT Rating Comments
1 to 17 Gulf View Dr. Class IB
Minor cracking and some spalling
locations. Patch jobs at the
intersection of Gulfstream for water
and sewer.
18 to 24 Gulf Stream to
Middle Rd.Class IB Minor cracking within the limits with no
spalling or patching.
25 to 30 Middle Rd between
Polo and Gulfstream.Class IB Minor cracking within the limits with
Minor spalling and some patching.
31 to 44
Polo Dr. between
Gulf View to Palm
Way
Between Class
IB and II
Minor cracking but in midpoint there is
some spalling in the roadway and EOP
has jagged edges from erosion.
45 to 55 Middle Rd last
stretch by Intercostal
Between Class
IB and II
Minor cracking but there are pockets
next to driveways with sever spalling
and some potholes to the base. EOP
has jagged edges and uneven
pavement.
56 to 62 Palm Way Class IB
Minor cracking within the limits and
minor spalling in the middle and right
side.
65 to 70 Gulfstream to middle
lateral drainage.
Between Class
IB and II
Minor cracking within the limits and
moderate spalling in the middle and
right side. There is a worn patch job by
a driveway at extended pavement poor
shape.
71 to 79 Polo Dr. after curve
to Lakeview Dr. Class IB
Minor cracking within the limits and
minor spalling in the middle and right
side.
80 to 84
Polo Dr. between
Lakeview and Banyan Class IB Minor cracking but in midpoint there is
some spalling in the roadway and EOP
has jagged edges and worn out sod.
88 to 99
Gulfstream middle
lateral drainage to
Banyan
Class II
Minor cracking within the limits and
moderate to severe spalling in the
middle and right side. There is a worn
pavement in isolated spots with sod
erosion.
100 to 106
Gulfstream between
Banyan and Old
School
Between Class
IB and II
Minor cracking but in midpoint there is
moderate spalling in the roadway and
EOP has jagged edges and one location
Right side EOP eroded exposing the
base approximately 150 ft. from the
school driveway.
1 Gulf Stream Pavement Condition Analysis 12/7/2017
Picture to Picture Street Name FDOT Rating Comments
107 to 113
Old School Rd Class IB to
Class II
Minor cracking within the limits and
eroded sod at EOP Right. just east of
Polo Dr. Also, standing water at
intersection of Gulfstream on the Left
and patch job just west of Polo Dr.
114 to 120
Polo Dr. between
Banyan and Old
School
Class IB
Minor cracking within the limits and
eroded sod at EOP Right before
Banyan. Just south old school standing
water on Left EOP.
121 to 125
Wright Way Class IB
Minor cracking but in midpoint there is
some spalling in the roadway and EOP
has some standing water at edge
driveway before the turn.
126 to 131
Gulfstream between
Old School and to
Sea Rd.
Class IB and
beginning
Class II
Minor cracking and spalling throughout.
But one section just north of old school
severe spalling and raveling pavement
on left side at exit of the school.
132 to 136
Bermuda Ln Sea Rd
to End
Class II to
Class III
Pavement at end of the roadway is
severely damaged exposed base and
raveling. In the middle Right heavy
deep cracking from water damage.
No pictures Bermuda Ln to Sea rd. Class IB Minor cracking with little spalling
137 to 139 Sea Rd to AIA Class IB Minor crack in middle roadway
Picture to Picture Street Name FDOT Rating Comments
1 to 8 Cardinal Circle Class IB
Minor cracking and some spalling
locations. The asphalt surface course is
raveling a little.
9 to 12
Upper Avenue Au
Soleil by Entrance to
after median island
Class IB
Minor cracking within the limits at
outside EOP. No present of spalling or
patching.
13 to 20 Orchid Ln Class IB
Minor cracking within the roadway. Cul-
de-sac surface course worn out and
many cracks on pavement.
21 to 37
Avenue Au Soleil
median Island to
curved enclosed
polygon.
Class IB Minor cracking within the limits. Some
of EOP Left and Right have minor
spalling and cracking.
38 to 48
Avenue Au Soleil
enclosed curve
polygon.
Class IB
Minor cracking with some minor
spalling. There is the area after T
intersection on the Right where the
surface course is raveling and many
bunched up cracking of pavement.
49 to 52 Emerald Row Class IB and
Class II
Minor cracking within the limits with
one section west of cul-de-sac Right
side sever spalling and cracking. EOP of
pavement both side jagged.
53 to 56 Tangerine Way Class IB and
Class II
Minor cracking within the limits. The
Cul-de-sac has series damaged
pavement at the end due to the tree
roots growing in the pavement.
57 to 62 Indigo Place Class IB Minor cracking within the limits and
minor some jagged EOP.
63*to 67*Oleander Way Class IB and
Class II
Minor cracking at the pavement on the
roadway. At the intersection of
Lakeview poor patched asphalt. Also,
extended pavement on Right poor
condition cracking and significant
spalling. One location after the
ascending grade right of Lakeview
damaged exposed pavement base.
68 to 68 Pelican Ln Class IB Minor cracking new surface.
69 to 74 Hidden Harbor Class IB
Minor cracking but in the middle
uneven pavement and cross slope.
Also, sever cracking and spalling after
4th last house closest to the intercostal.
2 Gulf Stream Pavement Condition Analysis 12/19/2017
APPENDIX H
Community Rating System Fact Sheet
F E M A s m i s s i o n i s t o s u p p o r t o u r c i t i z e n s a n d f i r s t r e s p o n d e r s t o e n s u r e t h a t a s a n a t i o n w e w o r k t o g e t h e r t o b u i l d , s u s t a i n , a n d
i m p r o v e o u r c a p a b i l i t y t o p r e p a r e f o r , p r o t e c t a g a i n s t , r e s p o n d t o , r e c o v e r f r o m , a n d m i t i g a t e a l l h a z a r d s .
F e d e r a l I n s u r a n c e a n d M i t i g a t i o n A d m i n i s t r a t i o n
C o m m u n i t y R a t i n g S y s t e m J u n e 2 0 1 7
T h e N a t i o n a l F l o o d I n s u r a n c e P r o g r a m ( N F I P ) C o m m u n i t y R a t i n g S y s t e m ( C R S ) w a s i m p l e m e n t e d i n
1 9 9 0 a s a v o l u n t a r y p r o g r a m f o r r e c o g n i z i n g a n d e n c o u r a g i n g c o m m u n i t y f l o o d p l a i n m a n a g e m e n t
a c t i v i t i e s e x c e e d i n g t h e m i n i m u m N F I P s t a n d a r d s . A n y c o m m u n i t y i n f u l l c o m p l i a n c e w i t h t h e m i n i m u m
N F I P f l o o d p l a i n m a n a g e m e n t r e q u i r e m e n t s m a y a p p l y t o j o i n t h e C R S .
1 , 4 4 4 C o m m u n i t i e s P a r t i c i p a t e
i n t h e C R S
N e a r l y 3 . 6 m i l l i o n p o l i c y h o l d e r s i n 1 , 4 4 4 c o m m u n i t i e s
p a r t i c i p a t e i n t h e C R S b y i m p l e m e n t i n g l o c a l m i t i g a -
t i o n , f l o o d p l a i n m a n a g e m e n t , a n d o u t r e a c h a c t i v i t i e s
t h a t e x c e e d t h e m i n i m u m N F I P r e q u i r e m e n t s .
U n d e r t h e C R S , f l o o d i n s u r a n c e p r e m i u m r a t e s a r e
d i s c o u n t e d t o r e w a r d c o m m u n i t y a c t i o n s t h a t m e e t t h e
t h r e e g o a l s o f t h e C R S , w h i c h a r e : ( 1 ) r e d u c e f l o o d
d a m a g e t o i n s u r a b l e p r o p e r t y ; ( 2 ) s t r e n g t h e n a n d
s u p p o r t t h e i n s u r a n c e a s p e c t s o f t h e N F I P ; a n d ( 3 )
e n c o u r a g e a c o m p r e h e n s i v e a p p r o a c h t o f l o o d p l a i n
m a n a g e m e n t .
A l t h o u g h C R S c o m m u n i t i e s r e p r e s e n t o n l y 5 p e r c e n t o f
t h e o v e r 2 2 , 0 0 0 c o m m u n i t i e s p a r t i c i p a t i n g i n t h e N F I P ,
m o r e t h a n 6 9 p e r c e n t o f a l l f l o o d i n s u r a n c e p o l i c i e s a r e
w r i t t e n i n C R S c o m m u n i t i e s .
C R S C l a s s e s
T h e C R S u s e s a C l a s s r a t i n g s y s t e m t h a t i s s i m i l a r t o f i r e
i n s u r a n c e r a t i n g t o d e t e r m i n e f l o o d i n s u r a n c e p r e m i u m
r e d u c t i o n s f o r r e s i d e n t s . C R S C l a s s e s * a r e r a t e d f r o m
9 t o 1 . T o d a y , m o s t c o m m u n i t i e s e n t e r t h e p r o g r a m a t a
C R S C l a s s 9 o r C l a s s 8 r a t i n g , w h i c h e n t i t l e s r e s i d e n t s i n
S p e c i a l F l o o d H a z a r d A r e a s ( S F H A s ) t o a 5 p e r c e n t
d i s c o u n t o n t h e i r f l o o d i n s u r a n c e p r e m i u m s f o r a C l a s s 9
o r a 1 0 p e r c e n t d i s c o u n t f o r C l a s s 8 . A s a c o m m u n i t y
e n g a g e s i n a d d i t i o n a l m i t i g a t i o n a c t i v i t i e s , i t s r e s i d e n t s
b e c o m e e l i g i b l e f o r i n c r e a s e d N F I P p o l i c y p r e m i u m
d i s c o u n t s . E a c h C R S C l a s s i m p r o v e m e n t p r o d u c e s a
5 p e r c e n t g r e a t e r d i s c o u n t o n f l o o d i n s u r a n c e p r e m i u m s
f o r p r o p e r t i e s i n t h e S F H A .
* C R S C l a s s c h a n g e s o c c u r o n M a y 1 a n d O c t o b e r 1 o f e a c h y e a r .
T h e d a t a c o n t a i n e d i n t h i s f a c t s h e e t w e r e c u r r e n t t h r o u g h M a y 2 0 1 7 .
B e s t o f t h e B e s t
S e v e n c o m m u n i t i e s o c c u p y t h e h i g h e s t l e v e l s o f t h e C R S . E a c h
b u i l t a f l o o d p l a i n m a n a g e m e n t p r o g r a m t a i l o r e d t o i t s o w n
p a r t i c u l a r h a z a r d s , c h a r a c t e r , a n d g o a l s . U n d e r t h e s e p r o g r a m s ,
e a c h c o m m u n i t y c a r r i e s o u t n u m e r o u s a n d v a r i e d a c t i v i t i e s ,
m a n y o f w h i c h a r e c r e d i t e d b y t h e C R S . T h e a v e r a g e d i s c o u n t i n
p o l i c y h o l d e r p r e m i u m s v a r i e s a c c o r d i n g t o a c o m m u n i t y s C R S
C l a s s a n d t h e a v e r a g e a m o u n t o f i n s u r a n c e c o v e r a g e i n p l a c e .
" R o s e v i l l e , C a l i f o r n i a w a s t h e f i r s t t o r e a c h t h e h i g h e s t C R S
r a t i n g ( C l a s s 1 ) . F l o o d s i n 1 9 9 5 s p u r r e d R o s e v i l l e t o s t r e n g t h e n i t s
f l o o d p l a i n m a n a g e m e n t p r o g r a m . T o d a y t h e C i t y e a r n s p o i n t s f o r
a l m o s t a l l C R S - c r e d i t a b l e a c t i v i t i e s . T h e a v e r a g e p r e m i u m d i s c o u n t
f o r p o l i c i e s i n t h e S p e c i a l F l o o d H a z a r d A r e a ( S F H A ) i s $ 9 6 3 .
" C o m p r e h e n s i v e p l a n n i n g h a s b e e n a k e y t o T u l s a , O k l a h o m a
i n r e d u c i n g f l o o d d a m a g e f r o m t h e d o z e n s o f c r e e k s w i t h i n i t s j u r i s -
d i c t i o n . T h e C i t y ( C l a s s 2 ) h a s c l e a r e d m o r e t h a n 9 0 0 b u i l d i n g s
f r o m i t s f l o o d p l a i n s . T h e a v e r a g e S F H A p r e m i u m d i s c o u n t i s $ 7 0 9 .
" K i n g C o u n t y , W a s h i n g t o n ( C l a s s 2 ) h a s p r e s e r v e d m o r e
t h a n 1 0 0 , 0 0 0 a c r e s o f f l o o d p l a i n o p e n s p a c e a n d r e c e i v e s
a d d i t i o n a l C R S c r e d i t f o r m a i n t a i n i n g i t i n a n a t u r a l s t a t e . T h e
a v e r a g e p r e m i u m d i s c o u n t i n t h e S F H A i s $ 7 2 2 .
" P i e r c e C o u n t y , W a s h i n g t o n ( C l a s s 2 ) m a i n t a i n s o v e r 8 0
m i l e s o f r i v e r l e v e e s . T h e C o u n t y m a i l s i n f o r m a t i o n a l b r o c h u r e s t o
a l l f l o o d p l a i n r e s i d e n t s e a c h y e a r . T h e a v e r a g e p r e m i u m d i s c o u n t
i n t h e S F H A i s $ 8 4 6 .
" F o r t C o l l i n s , C o l o r a d o ( C l a s s 2 ) u s e s d i v e r s e a p p r o a c h e s t o
k e e p i t s l a r g e s t u d e n t p o p u l a t i o n i n f o r m e d . I d e n t i f y i n g a n d
p r o t e c t i n g c r i t i c a l f a c i l i t i e s a n d c o n t i n u a l l y i m p r o v i n g i t s G I S
s y s t e m h e l p t h e c i t y m a i n t a i n i t s e x e m p l a r y p r o g r a m . T h e a v e r a g e
p r e m i u m d i s c o u n t i n t h e S F H A i s $ 7 0 3 .
" S a c r a m e n t o C o u n t y , C a l i f o r n i a , h a s s t e a d i l y i m p r o v e d i t s
r a t i n g s i n c e j o i n i n g t h e C R S i n 1 9 9 2 . N o w a C l a s s 2 , t h e C o u n t y s
m o r e s i g n i f i c a n t a c t i v i t i e s a r e d i l i g e n t p u b l i c o u t r e a c h o n
p r o t e c t i n g w a t e r w a y s , p u r c h a s i n g f l o o d i n s u r a n c e , a n d p r e p a r i n g
f o r f l o o d s . T h e a v e r a g e p r e m i u m d i s c o u n t i n t h e S F H A i s $ 3 9 5 .
" T h u r s t o n C o u n t y , W a s h i n g t o n , h a s a h i s t o r y o f p l a n n i n g f o r
h a z a r d m i t i g a t i o n , w a t e r s h e d p r o t e c t i o n , a n d o p e n s p a c e .
C o m b i n i n g t h a t w i t h s t r i c t d e v e l o p m e n t s t a n d a r d s a n d s t o r m w a t e r
m a n a g e m e n t h a s h e l p e d t h e C o u n t y a c h i e v e C l a s s 2 . T h e
a v e r a g e p r e m i u m d i s c o u n t i n t h e S F H A i s $ 5 7 7 .
F E M A s m i s s i o n i s t o s u p p o r t o u r c i t i z e n s a n d f i r s t r e s p o n d e r s t o e n s u r e t h a t a s a n a t i o n w e w o r k t o g e t h e r t o b u i l d , s u s t a i n , a n d
i m p r o v e o u r c a p a b i l i t y t o p r e p a r e f o r , p r o t e c t a g a i n s t , r e s p o n d t o , r e c o v e r f r o m , a n d m i t i g a t e a l l h a z a r d s .
F e d e r a l I n s u r a n c e a n d M i t i g a t i o n A d m i n i s t r a t i o n
C o m m u n i t y R a t i n g S y s t e m
C R S C r e d i t
A c o m m u n i t y a c c r u e s p o i n t s t o i m p r o v e i t s C R S C l a s s
r a t i n g a n d r e c e i v e i n c r e a s i n g l y h i g h e r d i s c o u n t s . P o i n t s
a r e a w a r d e d f o r e n g a g i n g i n a n y o f 1 9 c r e d i t a b l e
a c t i v i t i e s , o r g a n i z e d u n d e r f o u r c a t e g o r i e s :
�% P u b l i c i n f o r m a t i o n
�% M a p p i n g a n d r e g u l a t i o n s
�% F l o o d d a m a g e r e d u c t i o n
�% W a r n i n g a n d r e s p o n s e .
F o r m u l a s a n d a d j u s t m e n t f a c t o r s a r e u s e d t o c a l c u l a t e
c r e d i t p o i n t s f o r e a c h a c t i v i t y .
T h e c o m m u n i t i e s l i s t e d b e l o w a r e a m o n g t h o s e t h a t h a v e
q u a l i f i e d f o r t h e g r e a t e s t p r e m i u m d i s c o u n t s :
C l a s s 1 : R o s e v i l l e , C a l i f o r n i a
C l a s s 2 : S a c r a m e n t o C o u n t y , C a l i f o r n i a
F o r t C o l l i n s , C o l o r a d o
T u l s a , O k l a h o m a
K i n g C o u n t y , W a s h i n g t o n
P i e r c e C o u n t y , W a s h i n g t o n
T h u r s t o n C o u n t y , W a s h i n g t o n
C l a s s 3 : L o u i s v i l l e J e f f e r s o n C o u n t y , K e n t u c k y
O c a l a , F l o r i d a
C l a s s 4 : C h a r l o t t e , N o r t h C a r o l i n a
P a l m C o a s t , F l o r i d a
C h a r l e s t o n C o u n t y , S o u t h C a r o l i n a
M a r i c o p a C o u n t y , A r i z o n a
B e n e f i t s o f t h e C R S
L o w e r c o s t f l o o d i n s u r a n c e r a t e s a r e o n l y o n e o f t h e
r e w a r d s a c o m m u n i t y r e c e i v e s f r o m p a r t i c i p a t i n g i n t h e
C R S . O t h e r b e n e f i t s i n c l u d e :
�% C i t i z e n s a n d p r o p e r t y o w n e r s i n C R S c o m m u n i t i e s
h a v e i n c r e a s e d o p p o r t u n i t i e s t o l e a r n a b o u t r i s k ,
e v a l u a t e t h e i r i n d i v i d u a l v u l n e r a b i l i t i e s , a n d t a k e
a c t i o n t o p r o t e c t t h e m s e l v e s , a s w e l l a s t h e i r h o m e s
a n d b u s i n e s s e s .
�% C R S f l o o d p l a i n m a n a g e m e n t a c t i v i t i e s p r o v i d e
e n h a n c e d p u b l i c s a f e t y , r e d u c e d d a m a g e t o p r o p e r t y
a n d p u b l i c i n f r a s t r u c t u r e , a n d a v o i d a n c e o f
e c o n o m i c d i s r u p t i o n a n d l o s s .
�% C o m m u n i t i e s c a n e v a l u a t e t h e e f f e c t i v e n e s s o f t h e i r
f l o o d p r o g r a m s a g a i n s t a n a t i o n a l l y r e c o g n i z e d
b e n c h m a r k .
�% T e c h n i c a l a s s i s t a n c e i n d e s i g n i n g a n d
i m p l e m e n t i n g s o m e a c t i v i t i e s i s a v a i l a b l e t o
c o m m u n i t y o f f i c i a l s a t n o c h a r g e .
�% C R S c o m m u n i t i e s h a v e i n c e n t i v e s t o m a i n t a i n
a n d i m p r o v e t h e i r f l o o d p r o g r a m s o v e r t i m e .
H o w t o A p p l y
T o a p p l y f o r C R S p a r t i c i p a t i o n , a c o m m u n i t y m u s t
i n i t i a l l y i n f o r m t h e F e d e r a l E m e r g e n c y M a n a g e m e n t
A g e n c y ( F E M A ) R e g i o n a l O f f i c e o f i t s i n t e r e s t i n
a p p l y i n g t o t h e C R S a n d w i l l e v e n t u a l l y s u b m i t a C R S
a p p l i c a t i o n , a l o n g w i t h d o c u m e n t a t i o n t h a t s h o w s i t i s
i m p l e m e n t i n g t h e a c t i v i t i e s f o r w h i c h c r e d i t i s r e q u e s t e d .
T h e a p p l i c a t i o n i s s u b m i t t e d t o t h e I n s u r a n c e S e r v i c e s
O f f i c e , I n c . ( I S O ) / C R S S p e c i a l i s t . I S O w o r k s o n b e h a l f
o f F E M A a n d i n s u r a n c e c o m p a n i e s t o r e v i e w C R S
a p p l i c a t i o n s , v e r i f y c o m m u n i t i e s c r e d i t p o i n t s , a n d
p e r f o r m p r o g r a m i m p r o v e m e n t t a s k s .
A c o m m u n i t y s a c t i v i t i e s a n d p e r f o r m a n c e a r e r e v i e w e d
d u r i n g a v e r i f i c a t i o n v i s i t . F E M A e s t a b l i s h e s t h e c r e d i t
t o b e g r a n t e d a n d n o t i f i e s t h e c o m m u n i t y , t h e S t a t e ,
i n s u r a n c e c o m p a n i e s , a n d o t h e r a p p r o p r i a t e p a r t i e s .
E a c h y e a r , t h e c o m m u n i t y m u s t v e r i f y t h a t i t i s c o n t i n u -
i n g t o p e r f o r m t h e a c t i v i t i e s t h a t a r e b e i n g c r e d i t e d b y
t h e C R S b y s u b m i t t i n g a n a n n u a l r e c e r t i f i c a t i o n . I n
a d d i t i o n , a c o m m u n i t y c a n c o n t i n u e t o i m p r o v e i t s C l a s s
r a t i n g b y u n d e r t a k i n g n e w m i t i g a t i o n a n d f l o o d p l a i n
m a n a g e m e n t a c t i v i t i e s t h a t e a r n e v e n m o r e p o i n t s .
C R S T r a i n i n g
C R S S p e c i a l i s t s a r e a v a i l a b l e t o a s s i s t c o m m u n i t y
o f f i c i a l s i n a p p l y i n g t o t h e p r o g r a m a n d i n d e s i g n i n g ,
i m p l e m e n t i n g , a n d d o c u m e n t i n g t h e a c t i v i t i e s t h a t e a r n
e v e n g r e a t e r p r e m i u m d i s c o u n t s . A w e e k - l o n g C R S
c o u r s e f o r l o c a l o f f i c i a l s i s o f f e r e d f r e e a t F E M A s
E m e r g e n c y M a n a g e m e n t I n s t i t u t e ( E M I ) o n t h e N a t i o n a l
E m e r g e n c y T r a i n i n g C e n t e r c a m p u s i n E m m i t s b u r g ,
M a r y l a n d , a n d c a n b e f i e l d d e p l o y e d i n i n t e r e s t e d s t a t e s .
A s e r i e s o f w e b i n a r s i s o f f e r e d t h r o u g h o u t t h e y e a r .
F o r M o r e I n f o r m a t i o n
A l i s t o f r e s o u r c e s i s a v a i l a b l e a t t h e C R S w e b s i t e :
w w w . f e m a . g o v / n a t i o n a l - f l o o d - i n s u r a n c e - p r o g r a m - c o m m u n i t y -
r a t i n g - s y s t e m . F o r m o r e i n f o r m a t i o n a b o u t t h e C R S o r t o
o b t a i n t h e C R S a p p l i c a t i o n , c o n t a c t t h e I n s u r a n c e S e r v i c e s
O f f i c e b y p h o n e a t ( 3 1 7 ) 8 4 8 - 2 8 9 8 o r b y e - m a i l a t
n f i p c r s @ i s o . c o m .
APPENDIX I
Town Commission Briefing on CIP
Findings (March 2018)
Ten-Year Capital
Improvement Plan (CIP)
TOWN OF GULF STREAM
BRIEFING ON DRAFT RESULTS
MARCH 9, 2018
1
Project Summary
1.Analysis of potable water system
2.Analysis of roadway and storm sewer systems
3.Recommended projects with cost estimates to consider for ten-year CIP
4.Other stormwater recommendations
5.Implementation plan
2
Potable Water System
Background:
44,367 linear feet of public water main (3-12”)
Generally, the system has excellent flow for daily conditions
(provided by Delray Beach) and layout with adequate fire flow
pressure
Much of the local system is original construction and reaching the
end of its expected service life –a 2012 Town memo put water
main replacement cost of pre-1970 mains at $8.1 million
Recommendations:
19,700 LF of local water main to be programmed for replacement
as part of the ten-year CIP
Six segments of the above total includes upsizing and/or looping to
improve local fire flow and water quality
Future consideration –water meter replacement project
3
Local Roadway and Storm Sewer Systems
Background:
37,895 linear feet of public roadway
9,375 linear feet of storm sewers including 14 Intracoastal outfalls
Three sub-areas for drainage:
Core Area-existing pipe network to all depressional areas but standing water/ponding along the edge of roadways
Place Au Soleil-overland flow to existing outfalls with minimal ponding
South of Big Club-minimal public infrastructure
All public roads were inspected with a rating provided (see map next slide)
Recommendations:
Three rehab strategies are recommended based upon (1) if there’s a need for water main replacement
and (2) the existing drainage conditions:
Strategy A-resurface roadway with minimal utility work
Strategy B-water main replacement with trench paving and roadway resurfacing
Strategy C-roadway reconstruction with grading, storm inlet and sewer adjustments and water main replacement
4
Roadway Condition Atlas
FDOT Flexible Pavement Condition Survey Handbook:
No roads rated as Category A or E
39% rated as Category B –minimal defects
59% rated as Category C –moderate defects
2% rated as Category D –moderately excessive defects
With no roadway failure (Category E), the water system and
drainage needs can help drive the CIP priorities utilizing
“worst first” for segments with similar needs.
5
Core-area Drainage
6
Existing storm sewer infrastructure extended
to all depressional areas; however, roadway
ponding and nuisance flooding still exists
Recommendations:
Reconstruct the roadways with the planned
water main replacement
Re -grade the roadways to provide positive
drainage to existing structures including re-
crowning the roads
Add inlets, as necessary, and consider the
introduction of infiltration techniques/tools
Widen area roadways to 18-20’, as available
(case-by-case basis)
Rehab Strategies-A, B & C
7
A
B
C
Other Stormwater Recommendations
Active Maintenance Program:
Ongoing inlet and pipe cleaning
Outfall duck valve inspection, cleaning and replacement
Minor repairs to maintain reliability of system, as needed, until CIP projects
FEMA’s CRS Program:
Town’s rating rescinded in 2014
Reestablishing participation in program = +/-$28,500 of annual insurance premium savings for residents
Lawn Watering Outreach and/or Enforcement:
Existing South Florida Water Management District (SFWMD) requirements
Odd numbered addresses to irrigate on Monday, Wednesday and Saturday
Even numbered addresses on Tuesday, Thursday and Sunday, both during non -daylight hours
Irrigation between 10 a.m. and 4 p.m. is prohibited
8
Summary of CIP Priorities-Tiers 1,2&3
9
Implementation Plan
Implementing the recommended projects over ten years would cost the city $1 million per year
–assuming 2018 construction cost estimates with a 20% contingency
This is approximately double the 2018 (and historic) capital budget expectations
Using existing budget expectations, the projects could be implemented over 20 years; however,
the additional risk with the potable water system should be monitored
A condition assessment of aging water main should be completed if leakage or breaks increase
Annual CIP planning should also contemplate other water system issues
Other roadway maintenance (mill and resurfacing) may be required
Input/direction/questions?
10
APPENDIX J
FDOT Underdrain Detail
Coarse Aggregate ..... . ·:.·
Fine Aggregate
.. . .. /, ·-:-.:::� .. ?)� Coarse Aggregate
Fine Aggregate Underdrain:.
Pipe
I-
... ·/, . ···�·-::: � Underdrain ·. �
18" Std.
TYPE I
LAST < DESCRIPTION:
REVISION �
07 /01/07 �
Filter Fabric
Envelope
I.24" Std. . I � Std. � Std.
TYPE II TYPE III
DESIGN NOTES
l. The type of underdrain should be selected to meet design water removal rate and soil conditions. Caution is
prescribed in the use of these typical sections since special designs may be required to satisfy project
conditions.
2. Type I underdrain is intended for minimum water removal conditions.
3. Type II underdrain is intended for moderate water removal conditions. Where reactive conditions may
create chemical clogging, the use of an inert material and/or elimination of the filter fabric may be
necessary.
4. Type III underdrain is intended for maximum water removal conditions. Filter fabric is required between
the coarse aggregate or fine aggregate including those described in general notes 2 and 3. Design note 3
applies for reactive conditions.
5. Type V underdrain is intended for use in detention basins and other locations which require a filtration
system. The standard fine aggregate specified for Type V underdrain conforms to filtration gradation
requirements of Chapter 62-25 FAC.
6. The designer should detail in the plans, the location of:
(a) Type V underdrain, (b) nonstandard locations of Type I, II, and III underdrain, (c) underdrain inspection
boxes, (d) cleanouts for Type V underdrain, and (e) underdrain outlet pipes.
7. The designer should specify the flow line elevations at the beginning, bends, junctions and ends of
underdrain pipes and outlet pipes.
8. The designer should evaluate whether an external filter fabric envelope is required around underdrain Types
I and Ill. When required, fabric shall be specified in the plans.
FOOT DESIGN ST AN DAROS
2013
Filter Fabric
Envelope
GENERAL NOTES
1. The underdrain pipe shall be either 4" smooth or 5" corrugated tubing unless otherwise shown in the plans.
2
3.
4.
5.
6.
The size to be furnished will be based on the nominal internal diameter of a pipe with a smooth interior
wall. Except when prohibited by the plans, the special provisions or this standard, pipe with a corrugated
interior wall may be provided based on the following size equivalency.
4" smooth interior equivalent to 5" corrugated interior
5" smooth interior equivalent to 6" corrugated interior
6" smooth interior equivalent to 8" corrugated interior
8" smooth interior equivalent to 10" corrugated interior
Fine aggregate shall be quartz sand meeting the requirements of Sections 902-4 of the Standard
Specifications .
Coarse aggregate shall be gravel or stone meeting the requirements of Sections 901-2 or 901-3. The
gradation shall meet Section 901, Grades 4, 467, 5, 56 or 57 stone unless otherwise shown restricted in
the plans.
Underdrain Type I, II, III and V shall be in accordance with Section 440.
Filter fabric shall be Type 0-3 (See Index No. 199). The internal filter fabric of Type V underdrain shall
have a permittivity of 0.7 /sec. and an A0S of #40 sieve.
When Type I is used, a filter fabric sock meeting Section 948 is required.
7.See Index No. 500 for the standard location of Type I, II, and III underdrain. The location of Type V
underdrain and nonstandard locations of Type I, II, and III underdrain will be as detailed in the plans.
8. All filter fabric joints shall overlap a minimum of l'. The internal filter fabric of Type V underdrain shall
overlap into the coarse aggregate or the fine aggregate a minimum of l'.
9. Underdrain outlet pipes shall be nonperforated and all bends shall be made using ¼ (45 deg.) elbows. 90
deg. bends shall be constructed with two ¼ elbows separated by at least l' of straight pipe. Outlet pipes
stubbed into inlets or other drainage structures shall be not less than 6" above the structure flow line.
Outlet pipes discharging to grassed areas shall have concrete aprons, hardware cloth, and bordering sod as
shown in Index No. 287 for Edgedrain outlets.
10. Pay Item shall be based on the size of the smooth interior products. The contract unit price for
Underdrain, LF, shall include the cost of pipe, fittings, aggregate, sock, filter fabric, underdrain cleanouts,
and concrete aprons.
The contract unit price for Underdrain Outlet Pipe, LF, shall be full compensation for trench excavation,
pipe and fittings, concrete aprons, hardware cloth for concrete aprons, stubbing into drainage structures,
backfill in place, and disposal of excess materials.
The contract unit price for Underdrain Inspection Box, EA. shall be for the number completed and accepted.
UNDERDRAJIN
INDEX
NO.
SHEET
NO.
286 1
For Gulf Stream refer to Type II
»¿TYPE
Min
.
02 286 2
UNDERDRAIN
6
/
2
8
/
2
0
1
2
9
:
3
0
:
0
9
A
M
R
E
V
I
S
I
O
N
C
:
\
d
\
p
r
o
j
e
c
t
s
\
s
t
a
n
d
a
r
d
s
\
r
o
a
d
w
a
y
\
0
0
2
0
0
-
s
\
0
0
2
8
6
-
0
2
.
d
g
n
NO.
SHEET
NO.
INDEX
r
d
9
6
0
r
h
DESCRIPTION:
REVISION
LAST
2013
FDOT DESIGN STANDARDS
Envelope
Filter Fabric
Trench Side
Optional
Table
Design Water
0
’
A
b
s
o
l
u
t
e
M
i
n
i
m
u
m
1
’
D
e
s
i
r
a
b
l
e
M
i
n
i
m
u
m
Pipe
Underdrain Coarse Aggregate
Ditch Or Basin Bottom
Crown Matches
Aggregate
Fine
Level Line
See Gen. Note 8.
Alt. Overlap Location
Gen. Note 5.
Fabric See
Internal Filter
3" of Coarse Aggregate
Filter Fabric Envelope
Ditch or Basin Bottom
Envelope
Filter Fabric
Trench Side
Optional
0’ Absolute Minimum
1’ Desirable Minimum
Table
Design Water
Coarse Aggregate
Underdrain Pipe
Filter Fabric Envelope
Gen. Note 5.
Fabric See
Internal Filter
See Gen. Note 8.
Alt. Overlap Location
3" of Coarse Aggregate
No Filter Fabric
No Filter Fabric
Fine Aggregate
Ditch or Basin Bottom
Surface
Warp Apron
Fine Aggregate
Filter Fabric Wrap
6" Min.
6" Min.
Max.
2"
Conc. Apron
Threaded Cap
(Nonperforated)
Cleanout Riser
Wye Fitting
Elbow8
1
Pipe
UnderDrain
No Filter FabricDitch Or Basin Bottom
Aggregate
3" Of Coarse
Fine Aggregate
Envelope
Filter Fabric
Underdrain Pipe
0’ Absolute Minimum
1’ Desirable Minimum
Table
Design Water
S
e
e
G
e
n
.
N
o
t
e
5
.
I
n
t
e
r
n
a
l
F
i
l
t
e
r
F
a
b
r
i
c
Optional Trench Side
Coarse Aggregate
Gen. Note 8.
Location See
Alt. Overlap
UPPER LIMIT
»¿TYPE
SECTION AALOWER LIMIT
»¿CLEANOUT FOR TYPE ⁄ UNDER
Varies: (1: 4) (1:2 Max.)
6
"
Min.
6"
Min.
6"
3" Std.
6
"
S
t
d
.
* Slope To Match Top of Fine Aggregate
*
2
’ Min
. to
2
’-2
"
M
i
n
.
6
"
Min.
6"
Min.
6"
3" Std.
2’
Varies: (1:2 Max.)
* Slope To Match Top of Fine Aggregate
*
2
’
Min
.
to
2
’-
2
"
2
’-
6
"
2’-6"
3"
Aggregate
Coarse
A
A
Varies (4’ Std.)
3" Std.
1
2
"
2
’
M
i
n
.
t
o
2
’-
2
"
18" Std.
Min.
6"
M
i
n
.
6
"
Min.
6"
3" Std.