HomeMy WebLinkAboutR-2009-135 Facilities Plan Update RESOLUTION NO. 2009-135
A RESOLUTION OF THE CITY OF DANIA BEACH, FLORIDA,
AUTHORIZING THE PROPER CITY OFFICIALS TO EXECUTE AN
UPDATE TO THE EXISTING DANIA BEACH FACILITIES PLAN TO
UPDATE THE PROJECT WORK; PROVIDING FOR CONFLICTS;
FURTHER, PROVIDING FOR AN EFFECTIVE DATE.
BE IT RESOLVED BY THE CITY COMMISSION OF THE CITY OF DANIA
BEACH, FLORIDA:
Section 1. That the appropriate City officials of the City of Dania Beach are
authorized to execute an update to the existing Dania Beach Facilities Plan to update the project
work, a copy of which update to the plan in substantial form is attached as Exhibit "A".
Section 2. That the City Manager and City Attorney are authorized to make minor
revisions to such update as are deemed necessary and proper for the best interest of the City.
Section 3. That all resolutions or parts of resolutions in conflict with this Resolution
are repealed to the extent of such conflict.
Section 4. That this Resolution shall be in force and take effect immediately upon its
passage and adoption.
PASSED AND ADOPTED on July 28, 2009.
'S FiRsr ANNE CASTRO
0e° MAYOR—COMMISSIONER
EST,
4Ztli.0
LOUISE STILSON, CMC
CITY CLERK � p�o
APPROVED qTORM AND CORRECTNESS:
THO AS J. XN BkO
CITY ATTORNEY
2009
WATER, WASTEWATER AND STORMWATER
FACILITIES PLAN
Ammhk
CITY OF DANIA BEACH, FLORIDA
DEP project No.
Prepared by:
Public Utility Management and Planning Services, Inc.
P.O.Box 221890
Hollywood, FL 33022-1890
TABLE OF CONTENTS
Executive Summary 1
1.0 Introduction 4
1.1 Corporate Limits 4
1.2 Political Structure 4
1.3 Financial Basis of the Utility System 4
1.4 Management Capacity of the City 5
1.5 Socioeconomic Conditions of the City 5
1.6 Water Supply Regulation 5
2.0 General Environment of Service Area 11
2.1 Watershed/Surface Waters 11
2.2 Hydrogeological Considerations 11
2.3 Wellhead Protection 14
2.4 Topography and Soils 14
2.5 Flood Plain 15
2.6 Watershed/Surface Waters 15
2.7 Flora and Fauna 15
2.8 Air Quality 16
3.0 Existing City of Dania Beach Water System 15
3.1 Water Service Area 15
3.2 Water Treatment System 15
3.2.1 Raw Water Supply 15
3.2.2 Raw Water Quality 18
3.2.3 Water Treatment Plant 19
3.3 Water Distribution 20
3.4 Hollywood Water Agreement 21
4.0 Wastewater and Stormwater Systems 32
4.1 Wastewater Service Area 32
4.2 Wastewater Treatment System 32
4.2.1 Wastewater Treatment 32
4.2.2 Pretreatment 34
4.2.3 Regulatory Standing 34
4.3 Wastewater Collections 34
ii
4.3.1 Maintenance 39
4.4 Stormwater 39
5.0 Needs Assessment 45
5.1 Water System Needs 45
5.2 Sanitary Sewer Improvements
5.2.1 Infiltration/Inflow Reduction 46
5.2.2 Lift Station Rehabilitation and Telemetry 47
5.3 Stormwater 48
5.4 Permits 48
5.5 Selected Plan 49
6.0 Recommendations and Action Steps 51
Appendix A— SE Drainage Study
Appendix B—Ravenswood Drainage Study
Appendix C —Rate Study
Appendix D—
Appendix E—Rate Ordinance
Appendix F—Infiltration Inflow protocol
iii
LIST OF TABLES
3.1 Raw Water Quality Parameters—Dania Beach and Regional County Wells 23
3.2 Water Plant Production 24
3.3 Projected Demands 2007-2028 25
3.4 Water System Components 25
4.1 Inventory of Sewer Collection System 35
4.2 Wastewater Flows 41
5.1 Comparison of Costs for AMR vs Meter Reader Systems 45
5.2 EPA Infiltration Allowance 46
5.3 SSES Procedures and Associated Typical Costs 46
5.4 Infiltration and Inflow Present Worth Comparison 47
6.1 Recommended Capital Improvement Plan 52
iv
LIST OF FIGURES
1.1 Pre-drainage/Historical Drainage pattern 8
1.2 South Florida Water Management District LEC service area and post-drainage/
Historical Drainage pattern 8
2.1 Location of Dania Beach 13
2.2 Evapotranspiration vs. Rainfall Curve 13
2.3 Hydrogeologic Profile 14
2.4 Topographic Map of Dania Beach 14
2.5 Census Tract Map of Dania Beach 15
3.1 Water and Sewer Service Area 26
3.2 Well Locations 27
3.3 Water Plant Location 28
3.4 Accelator—lime softening reactor and clarifier 29
3.5 Pipe gallery under cat-walk 29
3.6 New Storage tank 30
3.7 Existing Elevated Tank removed in 2009 30
3.8 New High Service Pumps 31
3.9 New Chlorine system on site 31
3.10 Concept for Automatic Meter reading system 34
4.1 Wastewater System Flows (with Rainfall) 1999-date 42
4.2 Wastewater System Flows 1994-date 42
4.3 Difference between 3 mo average and water flows 43
4.4 Potential sources of infiltration and inflow(Bloetscher, 2009) 43
4.5 Example of indication of inflow to the sewer system (Bloetscher, 2009—
x-axis label is located in center area between the two graphs) 44
4.6—Net Sewer—water flows, showing and increasing amount of sewer compared to
water flows, which is being charged to the sewer system
4.7 Stormwater Problem Areas 44
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EXECUTIVE SUMMARY
The City of Dania Beach is located on the coast of southeastern Broward County. The
City has recently annexed several large areas and doubled its area to nearly 6 square
miles, and increased its population to 28,831 people (2006 estimate), from 13,700 persons
in 1995. The community is primarily residential. Small concentrations of light industry,
shopping, offices and some beachfront property exist within the corporate limits. A small
industrial sector was added in the most recent annexation, but none of the industries would
be considered "intensive." Much of the annexed area is served with water and sewer by
Broward County.
The City of Dania Beach was incorporated under the laws of the State of Florida in 1904.
It is the oldest incorporated City in Broward County. The Chief Administrative Officer
of the City Government is the City Manager who is appointed by the City Commission.
The Utilities and Public Works Department is one of six major departments within the
City. The Utilities and Public Works Department operates the water and wastewater
utility systems within the City. The initial water system has grown to where over 4600
connections exist within the City limits. The initial central sewers were installed in the
early 1950s and 1960s.
The City of Dania Beach currently owns and operates two wells and one water treatment
plant. The current treatment facility provides water that meets all current State and Federal
drinking water standards. The current wells supply adequate water supply, but the South
Florida Water Management District indicates that saltwater intrusion affects these wells and
may cause them to become unusable in the near future. The City has an agreement with the
County for raw water supplies, but the current treatment plan cannot adequately treat this
water.
The City also owns and operates a water distribution system and sewer collection system.
There are some pressure deficiencies in the current water distribution piping system and
some old lines that need replacement. Infiltration and inflow are ongoing issues on the
sewer system. Infiltration and inflow are important because the City of Dania Beach is one
of six surrounding municipalities that send their wastewater to the City of Hollywood under
a Large User partnership agreement that originated in the 1970's, and most recently updated
in 1991 and 1997. The other municipalities are:
• Pembroke Pines
• Broward County
• Miramar
• Pembroke Park
• Hallandale Beach
These neighboring communities account for nearly 60% of the wastewater flows to the
plant. Therefore increases in flow causes the cost to increase for the City. The City of
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Dania Beach has recently annexed an unsewered area,but Broward County is in the process
of installing sewers(the customers will be County customers).
This document has been prepared to update the status of the City of Dania Beach's
Water, Sewer and Storm Water Facilities Plan and include additional projects for which
the City sees benefits. The original plan, approved in 2003, was designed to support the
City's efforts to secure SRF loans and grants for the period 2002 to 2010. This plan is
intended to support the City's efforts to secure SRF loans and grants for the period 2009
to 2015. The City's immediate focus was on identifying water treatment needs,
stormwater improvements and pipeline upgrades. The following summarize the major
improvements under construction or recently completed:
• Water Treatment Plant Upgrade: The current water treatment plant is 50 years
old. While it adequately treats the City's current water supply, increased water
from the County source makes it difficult to meet drinking water standards.
Therefore a 2 MGD nanofiltration water treatment plant is in the proposal stage to
meet long terms needs of the City along with lime softening plant upgrades being
bid in Summer 2009.
• Storage is required per the Broward County Public Health Unit. A 2.0 million
gallon ground storage tank was completed to meet this need.
• Gas chlorine is currently used on the site. The system is over 20 years old and
given security and risk issues. The risk management plan was completed. Doors
to enclose the current system have been defined and two scrubbers are on hand for
treatment. The project is ongoing.
• The existing water storage tank on Stirling Road was over 50 years old and had
been unused since 1974. The tank has never been maintained and poses a
potential nuisance to the City. A contract to remove the elevated tank was
delayed until the new ground storage tank was completed. The tank was removed
in the spring of 2009.
• Water lines in several areas of the City need looping for pressure improvements
and replacement of small, galvanized pipelines that leak excessively. The City
would reduce operating costs and improve system integrity with these
improvements. The Dania Beach Blvd. and WTP to downtown projects have
been completed. Several Projects, replacement of galvanized piping have been
completed. Phase I of the US 1/Melaleuca Gardens reinforcement was
completed. FDOT delayed the US 1 project which is undergoing further review.
Water Main replacement will occur on parallel road west of US-1 in 2010 as
contemplated under the 2003 plan.
• The City has 16 lift stations. Many of the lift stations are over 20 years old so
combining upgrades and telemetry improvements will improve system integrity
and permit the City to identify areas where excessive infiltration and inflow may
be occurring. The contract to repair and upgrade the five worst stations was
awarded by the City Commission. The City will install telemetry, follow-up
contract to upgrading the 16 sewer lift stations. Six have been upgraded. A
separate contract was awarded for lift station No. 15 located at the Bass Pro Site.
2
Five more are nearly ready for bidding. These are in conformance with the intent
of the 2003 plan.
• The City proposes a significant investment in infiltration and inflow correction,
starting with manhole inspection and repairs, smoke testing, and pipeline
correction. The City received a preconstruction loan to initiate this investigation.
Work has progressed to a point where additional funds are needed.
• The City proposes to install stormwater piping on SE 2"d Avenue, SE 3`d Avenue
and SE 4`h Avenue to address flooding problems in the vicinity of SE 11`h
Terrace. A pumping station is needed to improve flows in the interceptor that
these piping systems will be tied into. This project was delayed for a number of
reasons, including the need to expand the basin considerably to address drainage
problems and permitting concerns.
• The City proposes to address storm drainage issues west of Ravenswood Road. A
design contract was awarded to address flooding in the area of SW 26 h Terrace.
Borrowing of funds for these projects was accomplished at interest rates of 2.6 to 2.9
percent from the State Revolving Fund loan program. The State of Florida's SRF
program provides low interest loan monies to finance the cost of construction of publicly
owned water, wastewater and stormwater facilities. Authority for the program is found in
Chapters 62-622, 62-503 and 62-504 of the Florida Administrative Code. The Florida
Department of Environmental Protection (FDEP) is charged with implementing the
program. Generally any local government entity, which has jurisdiction over the
collection, transmission, treatment, storage or disposal of wastewater, is eligible to apply
for SRF loans. The projects for wastewater must be associated with domestic wastewater
on the public system, including treatment plants, collection systems, transmission lines,
storage, disposal alternatives (or changes thereto), reclaimed water use or similar
projects. The same applies for water and stormwater. The revised plan will carry this
capital program through 2015. This plan is in conformance with the City's
comprehensive plan.
3
1.0 INTRODUCTION
1.1 Corporate Limits
The City of Dania Beach was incorporated under the laws of the State of Florida in 1904.
The City has recently annexed several large areas and doubled its area to nearly 6 square
miles, and increased its population to over 28,831 people (2006 estimate), from 13,700
persons in 1995 in large part due to annexation of over 3 square miles of unincorporated
Broward County (previously known as the Broward 3A service area). The community is
primarily residential, with small concentrations of light industry, shopping, offices and some
beachfront property within the corporate limits. A small industrial sector was added in the
most recent annexation, but none of the industries would be considered `intensive." The
annexed area is served with water and sewer by Broward County.
The City's water and sewer service area is bounded as follows: on the north by the City
of Ft. Lauderdale, on the east by the Atlantic Ocean on the west by the Town of Davie
and the recently annexed portion of Broward County (known as Service Area 3A), and
the south by the City of Hollywood.
1.2 Summary of the System
The City of Dania Beach currently owns and operates two wells and one water treatment
plant and over 60 miles of water distribution pipes. The current treatment facility provides
water that meets all current State and Federal drinking water standards. The current wells
supply adequate water supply, but the South Florida Water Management District indicates
that saltwater intrusion affects these wells and may cause them to become unusable in the
near future. The City has an agreement with the County for raw water supplies, but the
current treatment plant cannot adequately treat this water. This document is meant to update
the City's adopted Water, Sewer and Stormwater Facilities Plan with a new facilities
planning tool.
1.3 Financial Basis of the Utility System
The City's water and sewer utility system were created to develop safe, reliable and
financially self-supporting potable water and sanitary wastewater systems which will meet
the water and sewage needs of the residents of the City of Dania Beach, and to ensure that
existing and future systems are constructed, operated and managed at the least possible cost
to the users with no direct or indirect financial aid from the general fund or taxpayers of the
City. As a result,the water sewer and stormwater systems have been set up as an Enterprise
Funds, operating as would a business whereby water and wastewater service revenues
received are used for operations. The water and sewer system receives no taxpayer funding
for its operations. The revenues in the system are varied and include monthly water and
wastewater bills, system connection charges and reserve capacity fees. The stonmwater
enterprise fund is set-up in the same manner.
4
1.4 Managerial Capacity of the City
The governing body consists of five at-large City Commissioners, one of who is chosen as
Mayor and one as Vice Mayor. The Chief Administrative Officer of the City Government is
the City Manager who is appointed by the City Commission. The City Manager, Public
Works and Finance department staffs have significant experience with the current utility
system. The City also utilized consultants who help with specialized issues, including
engineering, operations and SRF program issues. The City is fully prepared to implement a
program of this magnitude.
1.5 Socioeconomic Conditions of the City
As of July 1, 2006, the Annual Estimates of the population for the Incorporated Places of
Florida (XLS). U.S. Census Bureau. Retrieved on 7/9/2009 estimated the city's
population at 28,831. As of the census of 2000, there were 20,061 people, 9,012
households, and 4,866 families residing in the city. Races in Dania Beach were noted as
follows:
• White Non-Hispanic(61.6%)
• Black (23.7%)
• Hispanic (12.0%)
• Other race (5.9%)
• Two or more races (2.1%)
• Asian Indian (0.03%)
• American Indian (0.3%) http://www.city-data.com/city/Dania-Beach-Florida.htm]
Of the 9,012 households, 21.4% had children under the age of 18 living with them, 34.9%
were married couples living together, 14.4% had a female householder with no husband
present, and 46.0% were non-families. 35.0% of all households were made up of
individuals and 10.8% had someone living alone who was 65 years of age or older. The
average household size was 2.19 and the average family size was 2.85 (htti)://www.city-
data.com/city/Dania-Beach-Florida.html Retrieved on 7/9/09).
The median income for a household in the city was $34,125, and the median income for a
family was $37,405. Males had a median income of$35,081 versus $26,535 for females.
The per capita income for the city was $20,795. About 14.6% of families and 18.3% of
the population were below the poverty line, including 31.6% of those under age 18 and
16.0% of those aged 65 or over. The average home value was $282,334 (it was $92,500
in 2000) ham://www.city-data.com/city/Dania-Beach-Florida.html
1.6 Water Supply Regulation
Water supply, water quality and Everglades's ecosystem health are intrinsically linked in
south Florida. When attempting to evaluate the ecological health of southeast Florida,
one must look at the entire southern portion of the peninsula of Florida. Historically
there were no barriers or canals to direct or control the path of water (see Figure 1.1).
5
The canal system permanently reduced groundwater levels along the coast (which
enabled the development that exists today — see Figurel.2 which shows the canals in the
SFWMD and the post-drainage modification changes to Figure 1.1). As a result of
reduced groundwater levels, combined with lessened historical flows to the Everglades
and less water standing in the Everglades during the summer months, the Biscayne
Aquifer does not recharge as it once did. The change in the land use along the coast has
resulted in water falling on impermeable land where the water collects in pools or runs
off rapidly where development has taken place, further reducing the potential for
recharge. Runoff from impermeable regions often results in large-scale flooding because
the storm intensity (rate of rainfall). The solution has been to use the canals to discharge
this excess runoff to the ocean to minimized flooding. The net result is a reduction in
available fresh water supplies during the dry season, which coincides with increased
winter population and peak irrigation season for lawns and agriculture. These
improvements may not provide adequate protection to south Florida from recurrent
"droughts" during the drier months of winter and spring when crops fail and saltwater
intrusion potential to coastal wellfields is highest.
The SFWMD is tasked with the management and protection of regional water resources,
including competing interests of water quality, flood control, natural systems and water
supply. SFWMD's boundaries extend from central Florida to Lake Okeechobee, and
from coast to coast, from Fort Myers to Fort Pierce, south through the sprawling
Everglades to the Florida Keys (see Figure 1.2 highlighted). The SFWMD Governing
Board approved the Lower East Coast Water Supply Plan in 2000, and the Lower East
Coast Water Supply Plan Update in 2005. The plan provides a strategy for assuring
adequate water supplies are available to meet environmental, agricultural and population
demands through 2025 by proposing 110 alternative water supply projects, including
using reclaimed water and reverse osmosis to reduce the dependency on groundwater and
surface water. The State of Florida, via the SFWMD, has committed billions of dollars to
reversing the impacts of the drainage projects of the 1920s and 1940s by restoring natural
flows and levels as a part of an agreement with the federal government called the
Comprehensive Everglades Restoration Plan (CERP). Because the plan is future
oriented, more immediate measures are necessary.
In early 2007 the SFWMD felt compelled to impose stricter limitations on the use of
"Everglades water" if it is to protect the Everglades. To address the immediacy of the
ecosystem concerns, the SFWMD Governing Board adopted the Regional Water
Availability Rule. The salient features of the Regional Water Availability Rule include
the following: future water demands over and above the "base condition water use" will
have to be provided from alternative water sources (AWS) or offset with reuse or
stormwater (also considered AWS). The "base condition water use" is defined as the
five-year historical, highest twelve-month pumpage from this wellfield. Utilities needing
water supplies will be required to seek sources that are not dependent upon the
Everglades for recharge. This has significant implications for southeast Florida residents.
First it means no new Biscayne Aquifer water, meaning the "cheap" water supplies of the
Biscayne Aquifer are no longer going to be permitted for use by urban residents.
6
Alternative water supply options are much more exotic and expensive. For example,
alternative water supply solutions include, but are not limited to:
• Acquiring water from someone who has sufficient supplies
• Aquifer storage and recovery (storage does not create additional water)
• Alternative water sources using saline sources (meaning the Floridan Aquifer or
seawater sources)
• Alternative water supply options that will demonstrate recharge to current
wellfields (read reuse with nanofiltration technology to meet the standards for 62-
610)
Relying on others to provide a utility with its water supply may shift risk to the supplier,
the reality is that recipient utilities will be paying of the costs of alternative water
supplies developed by the utilities selling them water. Hence, this option only shifts the
risk, not the cost, and is therefore not really an alternative water supply.
ASR was the original "solution" for water supplies. Within the original Everglades
restoration plan, $1.2 billion was proposed to be used to install 300+ ASR wells around
Lake Okeechobee. ASR wells were intended to be the major solution to water storage
because surface reservoirs have very high evapotranspiration. After 10 years, this
measure appears to be unsuccessful as contemplated as no wells have been completed.
Even a successful ASR program creates no new water, it just stores excess water from the
wet season. As a result this option has fallen from favor.
Next, the Floridan aquifer brackish water supply was touted as a solution to utilities
starting 5-10 years ago, but it seems clear that since the Floridan aquifer does not
recharge anywhere close to south Florida (water is darted at 20,000 years old), and
testing/operation of wells in Hollywood showed drawdown in excess of 80 feet per well
withdrawing under 1.5 MGD, production of water from the Floridan may cause changes
in water quality (worsening) for utilities who pursue this option. Several coastal
communities, most notably Marco Island, have suffered from this phenomenon.
Ultimately this leaves reuse.
The use of reclaimed water is a stated goal of the Comprehensive Plan for the State of
Florida and Florida is among the leaders in reclaimed water use in the United States, with
some 400 facilities using reclaimed water in a variety of uses, including the irrigation of
agricultural land, golf courses, roadway medians, landscaping and residential homes and
industrial uses such as cooling towers. The noticeable exception is southeast Florida
where 7% of wastewater is reused. The concept of a rule to bring southeast Florida to the
average of the rest of the state ignores the historical reasons why other parts of the state
developed reuse and does not address important reasons why southeast Florida may not
be an appropriate place for reuse.
Southwest and central Florida have been pursuing reclaimed water for over forty years,
largely because there are no other obvious disposal alternatives (lacking access to
streams, ocean outfalls or injection wells) and costs because many of the wastewater
7
treatment plants have their origin as small developer-owned systems designed to serve
their development, and later deeded to local governments. In such scenarios, the costs of
ocean outfalls and injection wells cannot be justified, so the reuse (usually by percolation
ponds) of small quantities of wastewater was the chosen alternative for disposal. In
contrast, southeast Florida has a much longer developed history (with accompanying
smaller lots and denser development), and ready access to the Intra-coastal Waterway,
Atlantic Ocean and injection well disposal options for the larger, regional systems created
in the 1960s and 1970s as a part of the Federal 201 process. The result is that southeast
Florida has had larger quantities of wastewater to dispose of for over 50 years, and
centralization of treatment has made outfalls and injection wells economically justifiable
(Englehardt et al, 2001, Bloetscher, et al, 2005).
Reasons why southeast Florida utility directors has said they are concerned about reuse in
southeast Florida include the following:
• Southeast Florida relies on the largely surficial, sole-source Biscayne Aquifer for
its water supply. There are numerous municipal wells that are less than 70 feet
deep and few over 150 feet deep. Some known wells may qualify as GWUDI.
Because there is a clear component of vertical migration in the Biscayne Aquifer,
as well as a horizontal component that originates in the Everglades, the
comparison to central Florida does not apply. There are documented problems in
other areas of Florida as a result of reuse practices, which would likely only be
exacerbated in southeast Florida.
• The Biscayne Aquifer has one of the highest transmissivity values recorded,
making it both productive and subject to the migration of large quantities of water
over a short period of time. In contrast, much of the State north of Lake
Okeechobee relies on the Floridan Aquifer, which has its production zone up to
400 to 600 feet below the surface and much lower transmissivity values.
• The Biscayne Aquifer can be characterized as a karst formation that has flow
channels — hence its high recharge capability and high transmissivity. Secondary
porosity in the Biscayne Aquifer is higher that in the Floridan Aquifer, meaning
contamination could move quickly and easily in the aquifer. Water quality (i.e.,
endocrine disruptors, viruses, micro-constituents, SOCs and VOCs) is an issue.
• When FDEP has reviewed the concept of applying wastewater to canal systems in
south Florida and to the SFWMD's idea to require utilities to demonstrate
recharge of a wellfield prior to an increase in water use allocations, they came to
the conclusion that this practice was indirect potable reuse. Such a concept would
require full treatment according to 62-610 FAC, which would require reverse
osmosis, ultraviolet disinfection and advance oxidation, a very high cost
compared to current treatment costs.
• Broward County does not permit most canal discharges even if they meet certain
FDEP regulations (phosphorous)
• Approximately 400 MGD of the south Florida wastewater has chlorides in excess
of 1,000 mg/L which means it cannot be used for reuse purposes without reverse
osmosis treatment. The chlorides cannot be reduced significantly in the long term
as sewer pipes have allowable leakage and beach properties, which tend to be
8
older, will leak more than inland areas, and yet may still remain in the tolerance
for leakage on the system.
• A recent report (FDEP, 2606) created for the SFWMD indicates that canal
recharge will retain less than 20% of the water because most of the southeast
coast lacks control structures. Subsequently, much of this high quality water is
discharged to canals and ends up discharged to the ocean with no local benefit.
Assuming indirect potable reuse, the cost to implement reuse at all large facilities in
southeast Florida is significantly larger than anticipated in a University of Florida study
commissioned by the SFWMD (costs were for north Florida, not southeast Florida), or
the traditional costs for reuse in the rest of the State. Based on the costs for the
construction of the new Water Factory 21 in Orange County California, construction
costs for similar facilities in SE Florida would exceed $10 per gallon of capacity, yielding
a total cost above current treatment,with piping costs, exceeding$5 billion.
Figure 1.1 —Pre-drainage/Historical Drainage pattern
Figure 1.2—South Florida Water Management District LEC service area and post-
drainage/Historical Drainage pattern(SFWMD web-site)
9
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04.02
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Figure 1.3 Census Tracts
Household income distribution in 2007 2007 House Values Distributi
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Figure 4 Household value and income (http:// w .city-data.com/city/Dwia-seam-Florida.htm])
10
2.0 GENERAL ENVIRONMENT OF SERVICE AREA
2.1 Watershed/Surface Waters
In trying to review the ecological health of Southeast Florida, one must look at the entire
southern portion of the peninsula of Florida, including the Everglades system, as all are
one interconnected watershed (see Figure 2.1). The historical character of the south
Florida has been shaped in part by how much freshwater is delivered, how fast this water
enters the wetlands and estuaries, and the quality of that water. Evapotranspiration and
rainfall do not coincide which makes water supply planning difficult (see Figure 2.2).
While the native soil and topography create an environment that is highly permeable and
capable of absorbing significant percolation of the water into the soil, the change in the
land use has resulted in water falling on impermeable land where the water collects in
pools or runs off rapidly where development has taken place, in direct contrast to the
natural condition. The result of run-off flowing over impermeable regions often results in
large-scale flooding because the storm intensity (rate of rainfall) cannot be used to design
facilities due to economics.
The key elements of the watershed include Lake Okeechobee, the Everglades, the Big
Cypress swamp, the canal system and the rainfall over the area. Within the City of Dania
Beach, the only major surface water bodies are the C-10 Canal and the Intracoastal
Waterway.
2.2 Hydrogeological Considerations
The entire south Florida plain is underlain by beds of porous limestone that absorb water
standing on the land during the wet season (mostly in the Everglades). These limestone
formations contain large volumes of fresh water - perhaps more than in any other
limestone formations in the eastern United States. A geologic profile of southeastern
Broward County has been developed based on drilling data from the Broward County, the
United States Geological Survey (USGS) and the City of Hollywood (see Figure 2.3).
Southeast Florida is underlain by a series of interspersed rock formations with varying
permeability. The uppermost formation generally encountered along the southeast coast is
the Pamlico Sand formation of the Biscayne Aquifer. This surficial, Pleistocene Age
deposit occurs throughout most of South Florida and consists predominantly of fine to
medium-grained quartz sand, with varying amounts of shell, detrital clays and organic
constituents. Thickness of the sand is variable in the area, but averages approximately 40
feet. Under the surficial sand lies a series of fossiliferous, sandy limestones, which are part
of the Anastasia or Fort Thompson formation. These also date to the Pleistocene Age and
often occur interwoven with each other and the Key Largo Limestone, making distinction
difficult. Together with the Pamlico Sand layer these formations compose the wedge-
shaped Biscayne Aquifer, which gains thickness as it approaches the coast, where it can be
as much as 400 feet deep (but generally less than 200 feet).
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The Biscayne Aquifer is one of the most productive aquifers in the world, since its
components are all very permeable and full of water. Beneath the City of Dania Beach, the
Biscayne Aquifer often contains two distinct sandy, limestone beds that are generally
separated by 40 to 50 feet of sand. The upper bed occurs between 40 and 100 feet below
land surface (bls)and the lower bed between 110 and 200 feet bls.
The Tamiami Formation of the Pleistocene Age lies beneath the Anastasia/Ft Thompson
Formations. The Tamiami Formation in the City of Dania Beach area consists primarily of
fossiliferous, sandy, limestones that have well-developed secondary porosity and are highly
permeable. The lower limestone units tapped by some of the City's production wells are
likely members of the Tamiami Formation of the Biscayne Aquifer.
The water levels in the Biscayne Aquifer fluctuate in response to rainfall, drainage and
withdrawal for irrigation and potable use. Since the Biscayne Aquifer is exposed to the
surface with little in the way of confinement, the only major recharge in the area is rainfall,
most of which occurs between June and October. During the winter months the aquifer's
water level continues to decline without some form of supplemental recharge. The canals
operated by the South Florida Water Management District are designed to provide flood
protection, but also serve to limit drawdown induced by the canals by delivering water
stored in Lake Okeechobee during the dry season. Western Broward wellfields benefit due
to their proximity to the water conservation areas operated by the South Florida Water
Management District, but little help is available for eastern wellfields such as the City of
Dania Beach's. As a result, the aquifer levels in eastern wellfields steadily decline during
the winter months, which subject the Biscayne Aquifer to contamination from saltwater
intrusion, as well as surficial activities. Several areas of the Biscayne Aquifer already have
saltwater intrusion problems, the most extensive occurring along the coast and the canals
connected directly to the coast without salinity barrier/control structures. Generally, the
water level in the Biscayne Aquifer averages I to 2 feet ngvd, except during extremely wet
and dry periods. The Biscayne is the only fresh aquifer system — all the rest contain
brackish or salt water.
Beneath the Biscayne Aquifer, is a thick, confining layer known as the Hawthorn Group.
The Hawthorn Group dates back to the Miocene Age and contains two formations - the
Peace River Formation and the Arcadia Formation. The Hawthorn Group Aquifers are used
for water supply in some areas of south Florida, but have low permeability. The Hawthorn
Group beneath Broward County appears to act as a barrier between the saline water of the
underlying Floridan Aquifer and the fresh Biscayne Aquifer. Beneath the Hawthorn zone is
the start of the Floridan aquifer, which starts with the Peace River Formation. The Peace
River Formation consists mostly of sparsely fossiliferous, light olive gray, silty limestones
that are relatively well inundated. The transition from the Peace River Formation to the
Arcadia Formation is marked by a decrease in hardness and in grain size, detrital quartz
concentration and fossil abundance.
The Arcadia Formation consists mostly of very soft, poorly lithified marls. This formation
can be informally subdivided into two members, the upper unit (480-545 feet)that consists
of poorly lithified sand marls that are highly friable and a lower unit (545-926 feet) that
12
consists of finer grained marls that are cohesive (due to a high clay content) rather than
friable. The upper Arcadia Formation marls are light olive gray to yellowish gray, contain
abundant fine grained quartz sand, and have a fauna dominated by small benthonic
foraminifera. The lower formation marls are light olive gray, sparsely fossiliferous and
appear to have very low porosities. The boundary between the upper and lower Arcadia
Formations is located at approximately 545 feet. Phosphate grains and shell fragments are
common in both the upper and lower Arcadia Formation. The lower Arcadia Formation
marls are the principal barrier to vertical flow between the Upper Floridan and the Biscayne
Aquifer.
The boundary between the Hawthorn Group and Suwannee Limestone is placed at 926 feet,
the shallowest depth at which relatively clean fossiliferous limestones was recorded in the
cuttings. The Suwannee Limestone can be informally subdivided into two units based on
fauna and lithology. The upper 55 feet of Suwannee Limestone (926-982 feet) consists of
light gray to yellowish gray fossiliferous limestones that contain a diverse marine fauna
(gastropods, echinoderms, bivalves, foraminifera, etc.). The lower Suwannee Limestone
(982-1123 feet), as well as the Ocala Limestone and part of the Avon Park formation,
consist predominantly of fossil peloid grainstones and packstones with low diversity faunas
dominated by the distinctive large cone-shaped foraminifera of the genus Dictyoconus. The
upper Suwannee Limestone consists of interbedded limestones with variable, but usually
low visual porosity, whereas the Lower Suwannee Limestone usually has medium to high
intergranular porosity.
The Ocala Limestone is lighter-colored (white to very pale orange) and less fossiliferous
than either the lower Suwannee Limestone or the upper Avon Park Formation below it. The
upper and lower boundaries of the Ocala Limestone are placed, respectively, at 1123 and
1139 feet, based on the decrease in gamma log ray log response. The Ocala Limestone has
a low gamma ray emission because of its relative purity.
The Upper Avon Park Formation is darker colored (yellowish gray) than the overlying
upper Floridan Aquifer limestones. The Avon Park is harder than the overlying Formations.
The Floridan Aquifer within these formations is an artesian system where the potentiometric
surface of the water is about 25 feet above the land surface, providing an expected surface
between 35-36 feet ngvd. The water level elevation may vary seasonally since it depends on
recharge from other areas. Analysis of the water of the Floridan System indicates that it
contains some chlorides, with salinity increasing with depth and proximity to the coastline.
Dissolved chlorides, determined during the City of Hollywood's testing, ranged from 1900-
2200 mg/l. This water is suitable for low pressure, reverse osmosis feed water and is
productive enough to provide approximately 1.5 MGD wells at relatively close spacing.
The primary production zones lay between 925-1,050 feet and between 1415 and 1700 feet
below land surface. The dissolved chloride concentrations remain relatively stable
throughout the production zones.
Below 1700 feet,the dissolved chloride concentrations rapidly increase beyond 10,000 mg/1
as they approach the Oldsmar Formation. The lower Oldsmar Formation, commonly
referred to as the `Boulder Zone," is a highly cavernous, limestone, dolomitic formation of
13
highly mineralized water with little artesian pressure. The basic "Boulder Zone"
terminology was first utilized by oil well drillers to describe the apparent difficulty of
drilling through a highly fractured formation, akin to drilling through boulders. The
formation is characterized by frequent loss of drilling fluid, which goes into these large,
cavernous areas. The formation is actually a rather intricate network of vugs and caverns
that exist in the lower portion of the Floridan system. The Boulder Zone is generally
limestone that is highly fractured and interspersed with dolomite. Beneath Broward County,
the hydraulic gradient is basically flat although water temperature readings indicate that
flow in the Boulder Zone is from the sea toward the west. The zone is several hundred feet
thick, and is most generally used for the injection of concentrate reject water from
membrane plants and excess treated wastewater effluent. A comparison of videotapes
indicates that the Boulder Zone on the east coast appears to be thinner and less fractured
than it is on the west coast (which has larger vugs) and a hydraulic gradient, which provides
limited movement of water within the formation.
2.3 Wellhead Protection
Watershed protection can be broadly defined as a program to reduce the threat to water
supplies from contaminants. Having such a program is a requirement of the Safe
Drinking Water Act amendments of 1986 (Section 1428). States are required to submit a
plan to implement source protection. However, in Florida, the State has delegated this
responsibility to counties on county-wide basis. Utilities should be aware of the impact
of surface activities on their water supply, and make additional efforts where needed.
This issue remains important to the City as long as it operates its current wells.
The City's water use permit outlines details of the wells, including the drawdown zones,
wellfield protection and identification of potential contamination sites. There are no
known contamination sites located within the 500 ft. wellhead protection zone. No
contamination source is known to affect either well. The County's wells are located at
Brian Piccolo Park. No known contamination sources exist on this site.
The City has a series of wells on the plant site that have not been used in many years.
Improperly abandoned wells are in contrast to proper watershed protection strategies,
especially since the slabs are in poor condition. Three wells were properly
decommissioned in 2007 as part of the 2 million gallon water ground storage tank project
and abandoned. The well located at the south east corner of the site was properly
abandoned in 2008 by change order as part of the storage tank project. This addresses
required compliance regarding the abandoned wells.
2.4 Topography and Soils
The topography of South Florida is virtually flat: the land slopes south-southeast at 5 to
10 inches per mile or less in southeast Florida. In the Everglades, the slope can be as
little as 1 inch per mile to the south. The coastal ridge of the east coast is the exception,
as it slopes more quickly toward the sea. The City of Dania Beach lies on the coasta
14
ridge as shown in Figure 2.4 (topographical map). Since virtually all of south Florida is
less than 11 feet above sea level, and Dania Beach is no exception.
The predominant surface soil type is sand, which is highly permeable. Therefore the
influence of soil, though not as noticeable in South Florida as in other areas of the United
States, is reflected in plant cover. The soil types present in the area reflect both the past
and present environmental characteristics of the sites where they are found. However, the
improvements made by man over the past 70 years have significantly altered this natural
system. Muck, from remnant mangroves and sloughs, has far less permeability.
2.5 Flood Plain
Much of Dania Beach is located in storm surge areas. The building codes will require
that structures constructed to be located above the flood stage. The only project where
this applies is at the water plant if new buildings are constructed. Figure 2.5 shows the
flood plain system in Dania Beach.
2.6 Watershed/Surface Waters
In trying to review the ecological health of Southeast Florida, one must look at the entire
southern portion of the peninsula of Florida, including the Everglades system, as all are
one interconnected watershed. The historical character of the south Florida has been
shaped in part by how much freshwater is delivered, how fast this water enters the
wetlands and estuaries, and the quality of that water. The key elements of the watershed
include Lake Okeechobee, the Everglades, the Big Cypress swamp, the canal system and
the rainfall over the area. Within the City of North Lauderdale, the only major surface
water bodies are the lakes interior to developments, and a series of interconnected canals
is located on the western city limits).
While the native soil and topography create an environment that is highly permeable and
capable of absorbing significant percolation of the water into the soil, the change in the
land use has resulted in water falling on impermeable land where the water collects in
pools or runs off rapidly where development has taken place, in direct contrast to the
natural condition. The result of run-off flowing over impermeable regions often results in
large-scale flooding because the storm intensity (rate of rainfall) cannot be used to design
facilities due to economics.
2.7 Flora and Fauna
The elevation and path of water moving across the land dictates the type of ecology that
will develop. Because vegetative types differ in their nutrient requirements and in ability
to live in water-saturated or saline areas, soil type also plays a role in determining plant
distribution. Because virtually all areas within the City have been developed at some
point, there is little native soil remaining in unaltered form. The significant alterations in
the course of the past 60 years that has caused it to become intensively drained, diked and
developed to allow for man's use. The result is that the paradise of flora and fauna that
15
once existed in south Florida has been totally changed by artificial manipulation to
control flooding. Today, visitors to South Florida often see water in abundance in the
canals, swamps and lakes that exist throughout south Florida. There are no species of
concern of the City's proposed construction sites. Burrowing owls, gopher tortoises and
indigo snakes are the most likely creature to be encountered in the City.
2.8 Air Quality
Air quality for the City of Dania Beach, like the rest of south Florida is good as a result of
the onshore winds that disperse any pollutants that might exist. The utility does nothing
that would potentially affect air pollution except gas chlorine. The City has a risk
management plan for the chlorine system.
. ... .......... ...... . . ..
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City of Dania
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Figure 2.1 —Location of Dania Beach
16
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17
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Figure 2.4 Topographic Map of Dania Beach
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Figure 2.5 —FEMA Flood Map for Dania Beach
18
3.0 EXISTING CITY OF DANIA BEACH WATER SYSTEM
3.1 Water Service Area
The City has a land area of approximately 6 square miles, but serves water to only half that
area, as the newly annexed areas remain service areas for Broward County (District 3A).
Figure 3.1 shows the area served by the City's water treatment plant. There were two
agreements for bulk water service: an emergency/bulk agreement with the City of
Hollywood and an interconnect agreement with the City of Ft. Lauderdale on an
emergency basis. The agreement with the City of Ft. Lauderdale was not renewed. The
meter was removed due to conflict with realignment of I-595 ramps, FDOT road project.
These agreements are discussed in Section 3.5. Interconnects with Broward County also
exist, but there are no known agreements for these interconnects.
3.2 Water Treatment System
3.2.1 Raw Water Supply
The City of Dania Beach, being a coastal community, has historically had difficulties
with its raw water supply wells. The City's initial wells were installed near the current
water plant along the Florida East Coast railroad. Use of these wells has been
discontinued due to high levels of chlorides in the water, and formally abandoned in
2007. In 1985, two new wells were installed on the west side of the City near Ravenswood
Road west. These wells are currently in use (referenced as Wells G and H). These wells
are restricted due to saltwater intrusion although it appears that the chloride content of the
raw water is diminishing slightly with time and responds to rainfall. The City has been
testing for salt water intrusion for the past ten years on a monthly basis in both the
production wells and adjacent monitoring wells.
The capacity of the two 65-foot deep wells is 1400 gpm each. The wells were rehabilitated
in 2003 (H) and 2005 (G), which reduced capacity a minor amount in each. The City's
hydro-geological consultant suggested that the City might be able to recapture firm capacity
by drilling a third well southwest of the existing wells on Stirling Road. Investigation was
initiated during the 2007 budget year, but a layer of connate water to the west is being
mapped prior to finding a new well location.
The City's hydrogeological consultant suggested that the City might be able to recapture
firm capacity by drilling a third well southwest of the existing wells on Stirling Road.
Figure 3.2 shows the location of wells the City uses for water supplies. This was evaluated
in 2008, but inadequate aquifer zones were found. The current thinking is that the City
should pursue a horizontal well to capture direct rainfall that otherwise would drain to tide.
While the City's water use permit allows for the majority of withdrawals from the City's
wells, additional supplies are available from Broward County's Brian Piccolo Park wellfield
and from Wells 5 and 6 in the old Broward County 3A wellfield via a raw water agreement
19
outlined in Section 3.5. At one time, Wells 5 and 6 were used for Dania Beach as the
remaining 8 wells, located at Brian Piccolo Park in Cooper City, have high color and a high
organic content which cannot be treated adequately by the City's water plant. This situation
appears to have changed in the past several years as Wells 5 and 6 have had maintenance
issues. The County commissioned a study for the implementation of a regional wellfield
facility in the late 1980s. This report indicated that the Dania Beach wells were at their
peak capacity and that a regional wellfield would provide the long-term permanent
solution. The Broward County raw water agreement was executed in June 1990 between
the City of Dania Beach and the County. An addendum was issued in 1994 because no
water had been delivered by that date. The concept was to permit several eastern
communities, Dania Beach, Hallandale and Hollywood among them, to draw raw water
from a new western wellfield to replace lost capacity in the eastern wellfields. The
agreement has the following provisions:
• Defined the service area—limiting Dania Beach to the then-City limits.
• Created a Large User Advisory Board that was to meet regularly
• Determined that the County would construct the wellfield and all appurtenances
• Defined a rate methodology for the raw water
• Defined meter locations, readings, meter inaccuracies and a dispute resolution
• Requires a 10%renewal surcharge for wellfield maintenance
• Reserves certain flows for each user
The County used Certificates of Participation (CoPs), paid off via General Fund
revenues, to construct the regional 21 MGD wellfield. The wellfield came on line in
1994 with an installed capacity of 21 MGD. The South Florida Water Management
District permitted the wellfield at 14.9 MGD average daily flow and 21 MGD maximum
daily flow. The City's agreement with Broward County permits it to withdraw up to 1.1
MGD of raw water from the southern regional wellfield (Brian Piccolo Park wellfield).
The intent has been for the wellfield to be incrementally increased in flow until fully
allocated. The City has planned on the BPP supply as its long-term raw water solution as
per direction of the South Florida Water Management District.
In addition to the prior goals set by the City, the City is pursuing another option for water
supply options:
• Investigate additional well locations in the City's current wellfield. This will
require drilling of test wells, additional monitoring wells (completed 2007) and
modeling of proposed locations to determine if additional raw water is available
in Dania Beach.
• Participate with the County efforts to recharge the County wellfield on a
utilization basis. This may include additional wells, storm water recharge or reuse
recharge.
It should be noted that the City does not incur a water supply deficit until 2018, but is
currently reviewing horizontal wells.
20
The City has limited potential for the use of reclaimed water since they do not have a
wastewater treatment plant. The City does not have a deep well which means
Floridan water is in no way cost effective. The City may need to consider more regular
purchases form Hollywood if other efforts do not prove fruitful. However, adequate
supplies for future growth for the next 10 years appear to be available to the City.
The City is among the limited number of utilities that is positioned to take advantage of
direct rainfall harvesting. The City is located east of the salinity structures and as a result
all shallow groundwater is rainfall. The canal system is very effective at draining the
sands above the Biscayne aquifer effectively. As the City reads the Regional Water
Availability Rule, the intent is to reduce demands on the Everglades recharge area for the
Biscayne aquifer and to reduce saltwater intrusion, so harvesting direct rainfall that
would otherwise be lost to tide would qualify as long as it does not encourage saltwater
intrusion. The solution the City is investigating is a Ranney collector well. Ranney
wells comprise a central concrete caisson—typically 16 feet in diameter—excavated to a
target depth at which well screens project laterally outward in a radial pattern. In a
practice referred to as riverbank filtration, the wells are designed to induce infiltration
from a nearby surface water source, combining the desirable features of groundwater and
surface water supplies.
The concept for the radial collector well was originally used for development of oil using
first a horizontally-drilled borehole into an oil-producing formation, followed by
development of a vertical shaft with multiple horizontal boreholes drilled out laterally
into the oil shales. The inventor, a petroleum engineer named Leo Ranney, first drilled
horizontally for oil in the early 1920's in Texas, and then later in Ohio and Pennsylvania.
The theory is that a horizontal borehole could expose more of the borehole to the
producing formation, and thus develop higher quantities of oil for a given well site. As oil
prices in the United States dropped in the 1930's, Mr. Ranney applied this concept to
developing water supplies from alluvial aquifers.
The first Ranney water collector well was constructed for the London Water Board in
London, England in about 1933. The first water collector well in the US was installed in
1936 in Canton, Ohio. Hundreds of Ranney collector wells have been constructed all
over the world since that time. Ranney collector 1 wells offer an alternative to fields with
many vertical wells. USEPA even denotes their place in surface water filtration in the
LT2 rule.
The result is an abundant, dependable supply of high-quality water with a constant
temperature, low turbidity, and low levels of undesirable constituents such as viruses and
bacteria. Riverbank filtration also provides an additional barrier to reduce precursors that
might form disinfection byproducts during treatment. In the past, Ranney wells have
been categorized by some state agencies as surface water sources because of their
proximity to rivers and reliance on induced infiltration. Municipal water supplies that use
Ranney wells designated as ground-water under the direct influence of surface water
must decommission the wells, or upgrade treatment facilities and operator certifications
21
to meet surface water treatment requirements. In most cases, upgrading a well presents
operational and/or financial limitations the purveyor cannot overcome. The Surface
Water Treatment Rule has a specific section dedicated to Ranney wells (Ranney
presentation , 2009).
The City is in discussions with the La e, who acquired the Ranney Collector Well group
to evaluate the abilityof a Ranne well to skim water off f the v y o sands above the
Biscayne aquifer, while creating minimal drawdown that will prevent saltwater intrusion
and upconing (which is an issue for the City), and shallow enough that the Biscayne
Aquifer/ Everglades is not affected. Compare Figures 2 and 3 and the potential
drawdown. The Ranney well has over 10 times the screening that a vertical well has,
which directly translates to lower drawdowns, and for Dania Beach, less potential for
upconing. Ongoing research at FAU will provide preliminary modeling results. The City
plans to complete the Ranney well investigation and modeling by 2011 which will
provide sufficient time to evaluate the ultimate potential capacity of such a system.
3.2.2 Raw Water Quality
The City's wells provide relatively good quality raw water, although high in iron content.
During drier parts of the year, the wells are influenced by saltwater exfiltration from the C-
10 canal system. The County's Brian Piccolo Park wells have higher color (60 c.u.) and
high iron. The iron from both wellfields causes staining and is indicative of water with high
concentrations of naturally occurring groundwater bacteria. Table 3.1 shows a comparison
of the City's raw water quality and that of the County's Brian Piccolo Park wells — the
regional system. The water quality analysis shown is for those constituents most commonly
treated for. The County water supply is higher for all constituents except chlorides,
indicating that the County water supply is lower quality raw water than the City of Dania
Beach's. The most important constituent in the wellfield from a treatment perspective is
high in iron. The County's raw water has periodic spikes of high iron that would be
detrimental to some membrane processes. Decisions with regard to treatment of water need
to factor in this water quality information. The chlorides are expected to be higher in Dania
Beach because the location of the City's wells is far closer to saltwater sources than the
County's. However,the difference is only 10 to 15 mg/L, which is not significant unless the
quantity is increasing. It should be noted that all of the values are the highest concentrations
reported for two randomly selected months (one winter and one summer). A second raw
water parameter affecting treatment is microbiological populations in the aquifer. Microbial
parameters are not routinely monitored by either system.
In stark contrast to public perception that aquifers are "pristine" environments, bacteria
naturally exist in most aquifer systems; almost any aquifer with an organic content will
have some degree of bacteriological activity. The typical agents for microbiological
fouling include iron, sulfur-reducing and slime producing organisms, although many
others exist. Iron bacteria, like Gallionella, are common in aerobic environments where
iron and oxygen is present in the groundwater, and where ferrous materials exist in the
formation (such as steel or cast iron wells). These bacteria attach themselves to the steel
and create differentially char.ged points on the surface, which in turn create cathodic
22
corrosion problems. The iron bacteria then metabolize the iron that is solubilized in the
process. Iron bacteria tend to be rust colored, or cause rust colored colonies on the pipe
surfaces.
Sulfur reducing bacteria are often responsible for the hydrogen sulfide smell release when
raw water is aerated. These bacteria are common where sulfur naturally exists in the
formation, and will tend to form black colonies on pipe surfaces. While anaerobic, they
will exist in environments where aerobic conditions that can lead to symbiotic
relationships with aerobic organisms exist. Limited amounts of sulfur-reducing bacteria
appear to exist because hydrogen sulfide levels are minimal in the City's wells. Slime
producing bacteria are found in surface waters and in soil. Members of this genre are
often used to protect farm crops from fungal growth, and as a result are to be expected in
groundwater that has organics. However, these bacteria are highly adaptive; research
several years ago indicated that the bacteria would grow in any environment into which
they were introduced.
The microbiological accumulations/biofilms pose several significant concerns. First, the
accumulations on the metallic surfaces create anodes and, in conjunction with reactions
caused by dissimilar metals, can leading to a steady cathodic deterioration over time(with or
without iron bacteria). Because the Pseudomonads are acid formers, ferrous materials are
particularly vulnerable to deterioration, especially in the presence of iron bacteria. Iron
staining often indicates their presence. Fortunately, analysis of treatment processes
indicates that the lime softening processes do a relatively good job at removing the bacteria
because of the mixing of lime and raw water that occurs and the"sticky" constituency of the
bacteria. However, the sloughing events pose a significant fouling concern for membrane
systems, so must be considered if membranes are proposed. The corrosion of the steel pipe
at lime softening plants could also be partially attributed to the bacteria being brought in
with the raw water.
Lime softening is not capable of removing these constituents adequately to meet the Safe
Drinking Water Act requirements. Treatment of this water must come in the form of
membranes or ion exchange. As a result,the City is looking at a membrane plant expansion
in 2010.
3.2.3 Water Treatment Plant
The City has a lime softening treatment plant with a nominal capacity of three (3) million
gallons per day located on Stirling Road,just west of the ACL railroad at the intersection of
J.A. Ely Avenue (Figure 3.3). The water treatment plant is supplied with raw water via a
sixteen (16) inch diameter raw water line. The plant is an older, ring steel facility with
steel gravity filters, aluminum aerators and lime silo (see Figure 3.4). The eastern accelator
was constructed in the 1952 and the western accelator in 1963. The treatment plant was
built in 1952 and renovated in 1991. Piping for a third reactor appears to exist west of
accelator#2. The plant operates adequately and is in fair condition. It is expected that the
plant will operate satisfactorily for approximately twenty years without major
replacements. Rehabilitation of certain components will start in 2009 with metal for the
23
reactor basins and the catwalks (see Figure 3.5). The City of Dania Beach Water
Treatment Plant has the following characteristics for 2008:
Average Daily flow 2.4 million gallons/day
Peak flow 3.1 million gallons/day
Design flow(ADF) 3.05 million gallons/day
Estimated Remaining Life 20 years
The City has 384,000 gallons of storage in its clear wells, plus 2 million gallons in a new
ground storage tank (see Figure 3.6). . The old elevated tank was removed in 2009 now
that the new tank has been installed (see Figure 3.7). The plant operates twenty-four
hours per day.
Four high service pumps are used to keep the water in the distribution system at a desirable
pressure of 70 psi. The high service pumping capacity is currently rated at 6 MGD but are
in the process of being upgraded to 9 MGD (completion spring 2008 — see Figure 3.8)).
New drive systems were added in 1998,but they are not variable speed drives. The pressure
fluctuations of the past were corrected when the new system was installed, but buildings
over 3 stories are not guaranteed to have proper water pressure without repumping.
Disinfection is via gas chlorine. Stabilizing chemicals, including fluoride are added before
the clearwell. The mix area is small but efficient. A back-up emergency generator is
housed in the plant building. Rehabilitated chlorine system was completed in March 2008
after testing in January 2007 indicated the gas system would provide adequate treatment.
The risk management plan required to add more gas to the site is currently ongoing.
A new 2 MGD nanofiltration water plant is in the proposal stage at the present time. It
will improve water quality while allowing the City to treat more of the County water
supply. The cost of this facility is estimated at $7.5 million. The project is expected to
be completed by January, 2011, and will be funded with State Revolving Funds.
The City has investigated a solution for sludge treatment. Currently the City discharges
lime sludge to an onsite pond for dewatering. The dewatered sludge is piled on the site to
dry. The way the current system is configured, it will not comport with the future
stormwater system according to the City's master site stormwater permit. A sludge
dewatering system is proposed.
3.3 Water Distribution
There are over 61 miles of water lines ranging from 2 inches to 14 inches in diameter, as
shown in Table 3.4. Materials on the water distribution system vary from galvanized iron to
asbestos concrete to PVC and ductile iron, depending on the age of the system. The oldest
water lines exceed sixty years, which is beyond their useful life. Most of these water lines
are located in the eastern half of the City and some are made of cast iron. For much of the
year they are partially submerged, sometimes in salt water. An investigation of the
condition of these pipelines should be undertaken (or comments recorded during repairs) to
evaluate the state of deterioration of older pipelines and the priority for replacement. Those
24
pipelines submerged in saltwater are likely to have especially acute problems. Failures of
these pipelines, especially large ones, will cause road and potentially property damage, so a
proactive approach by the City was needed.
From 1995-date, the City has replaced most of the 2 inch galvanized iron pipelines with 6-
inch and 8-inch PVC pipelines. The water plant to downtown water main looping project
was completed in 2007. This consisted of a 20-inch line from the water plant north to Dania
Beach Blvd., 12-inch water line on West Dania Beach Blvd. west under the canal to Bryan
Road and continues north to NW ls` Street, a 16-inch line on West Dania Beach Blvd. to
US-1. Separate project completed in 2007, includes a 12-inch line on East Dania Beach
Blvd. from US-1 east to Gulfstream Road. A separate project was completed in April 2008
consisting of 2 — 12-inch directional drills, one under the Dania Cut off canal to improve
service to Melaleuca Gardens and the second 12-inch line under the C-10 Canal at Old
Griffin Road Bridge.
Additional piping is needed on US I and into Melaleuca Gardens, along NE 2"d Street and
several other areas of the city to insure fire flow demands are met. A pipeline to tie in with
Hollywood is also needed along Sheridan Street. The City has evaluated an automatic meter
reading system and is desirous of pursuing same with SRF funds in 2010.
The City has proposed to convert to automatic meter reading. The current system
involves a person reading the meters and uploads to the City's water billing program.
The City has certain meters that are difficult to read (rear yards, fenced areas), and cannot
adequately respond to customer leak issues. As a result the AMR system would improve
customer service and reliability. The City is currently studying the options. A central
tower read with inter-meter connection is optimal. The cost of the meter reading system
is $1.3 million. This includes all new meters and readings
3.4 Hollywood Water Agreement
The agreement between the City of Dania Beach and the City of Hollywood was
executed in late 2008. The concept in the agreement was to allow the City of Dania
Beach to draw potable water from the City of Hollywood's system when required to
provide service to Dania Beach residents. A pipeline goes to the existing plant site. In
reality it is an emergency service agreement but is not labeled as such. The agreement is
extremely one-sided in most respects:
• Dania Beach can take water when it desires and Hollywood is required to have
sufficient water available for the City to draw
• Hollywood must deliver the water at pressures similar to its customers
• The meter is Dania Beach's,but it is maintained by Hollywood
• There are no limits to extensions from the meter on the Dania Beach side
• The agreement is renewable at the option of Dania Beach
While the hydraulic limitations of the agreement are debatable from a realistic
perspective,the one-sided renewal and lack of termination clause may raise doubts on
25
the legality of the agreement. The current rate is $2.30 per 1000 gallons, a number
determined by David M. Griffiths and Associates/Maximus several years ago based
on increases to Hollywood residential customers. This rate is well in excess of that
for other bulk users.
Table 3.1
Raw Water Quality Parameters
Dania Beach Wells and Regional County Wells
Parameter Dania Dania Average Average
Beach 1 Beach 2 Dania BPP
mg/L mg/L
pH 7.5 7.5 7.5 7.5
Alkallinity 244 228 236 291
Total Hardness 244 252 248 296.5
Calcium Hardness 236 236 236 276.5
Magnesium 30 16 23 55.5
Fluoride 0.22 0.16 0.19 0.855
Iron 0.72 0.44 0.58 1.985
Color Units 53 46 49.5 62.5
Chlorides 70 70 70 52.5
26
Table 3.2
Water Plant Production
October 2004-April 2009
Date ADF Date ADF
MGD MGD
Oct-04 2.44 Jan-07 2.07
Nov-04 2.46 Feb-07 2.68
Dec-04 2.58 Mar-07 2.50
Jan-05 2.19 :. Apr-07 2.36
Feb-05 2.65 May-07 2.14
Mar-05 2.27 r Jun-07 2.39
Apr-05 2.66 Jul-07 1.80
May-05 2.36 Aug-07 2.25
Jun-05 2.26 Sep-07 1.91
Jul-05 2.25 Oct-07 2.29
Aug-05 2.07 Nov-07 2.14
Sep-05 2.75 Dec-07 2.36
Oct-05 2.12 Jan-08 2.06
Nov-05 2.15 Feb-08 2.04
Dec-05 2.27 Mar-08 2.06
Jan-06 2.17 Apr-08 2.04
Feb-06 2.55 May-08 2.14
Mar-06 2.69 Ju n-08 2.04
Apr-06 2.53 Jul-08 1.95
May-06 2.38 Aug-08 1.92
Jun-06 2.38 Sep-08 2.02
Jul-06 2.51 Oct-08 2.10
Aug-06 2.17 Nov-08 2.22
Sep-06 2.57 Dec-08 2.18
Oct-06 1.87 Jan-09 2.29
Nov-06 2.42 Feb-09 2.42
Dec-06 2.23 Mar-09 2.33
Apr-09 2.21
27
Table 3.3
Projected Demands 2009-2028
Expected Water Supply Scenario (from water supply plan response)
Tote I
Population New Water- Biscayen Water Lost
(see Table Raw Water Raw Water Horiz Well Water in
Year 5a) ADF(City) ADF(County) (ADF) Supply Treatment Total ADF Net Difference
2008 16317 1.8 1.1 0 2.9 0.02 2.4 0.48
2010 16568 1.8 1.1 0 2.9 0.02 2.4 0.48
2015 20054 1.8 1.1 0.1 3 0.15 2.8 0.05
2020 22869 1.8 1.1 1.1 4 0.15 3.2 0.65
2025 24192 1.8 1.1 1.1 4 0.2 3.4 0.4
2028 24601 1.8 1.1 1.1 4 0.2 3.5 0.3
•NOTE 1: Averaged amount across all types of units,including residential,commercial and condominium uses in the City. Current
units are assumed to be 300 gpd/ERC. Plant capacity is 3 MGD
NOTE 2: Projection assumes LAC units will be primarily condominium developments with limited outdoor water use and
commercial uses that are not water use intensive. New units are assumed 2 persons per unit and 250 gpd/ERC
Table 3.4
Water System Components
WATER SYSTEM Amount Units
2" and under Water Main 10270 LF
4"Water Main 6690 LF
6"Water Main 164120 LF
8"Water Main 61200 LF
10"Water Main 2100 LF
12"Water Main 31120 LF
14"Water Main 900 LF
16"Water Main LF
20" Water Main 1900 LF
Wells - Biscayne 2 ea
16" Raw Water Line 2500 LF
5/8 or 3/4" Services 4114 ea
1" Services 142 ea
1-1/2" Services 80 ea
2" Services 77 ea
3" Services 4 ea
4" Services 8 ea
6" Services 1 ea
Fire Hydrants 396 ea
Ground Storage Tank-2 MG 1 ea
WTP 3 MGD
Land 7.4 ac
28
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Figure 3.4—Accelator—lime softening reactor and clarifier
Figure 3.5 - Pipe gallery under cat-walk—note damage to cat-walk and electrical trays,
but pipes are in good shape
32
Figure 3.6 New Storage tank
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Figure 3.7 Old Elevated Tank was removed in 2009
33
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34
-----------
Wireless collector
-------
Upper collector CRS/CDMA/PS
----------
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Router
---------------=
If the signal is jamed or feeble which affect information collect,
We can add a router between the upper collector(concentrator)
and collectors
Figure 3.10 Concept for AMR system
35
4.0 WASTEWATER AND STORMWATER SYSTEMS
4.1 Sewer Service Area
The City of Dania Beach is but one of seven service areas served by the Southern
Regional Wastewater Treatment Plant, operated by the City of Hollywood, the
wastewater treatment plant for the bulk of southern Broward County - the facility is truly
P tY tY Y
a regional facility.
4.2 Wastewater Treatment System
4.2.1 Wastewater Treatment Plant
The City of Dania Beach has no wastewater treatment plant, and no plans to construct one,
having abandoned their plant in the early 1970s as a result of impacts of the discharge to the
C-10 canal. Since that time, the City has relied on a large user partnership agreement with
the City of Hollywood and five other municipalities to treat wastewater and dispose of the
residuals one a regional basis.
The City of Dania Beach has sent its wastewater to the Southern Regional Wastewater
Treatment Plant since it abandoned its wastewater plant in 1974. The 1973 Broward
County 201 Plan designated the Southern Regional Wastewater Treatment Plant as the
lead facility for its regionalization efforts. The plant is owned and operated by the City
of Hollywood. However, as a part of the regionalization effort, seven partnering
agreements were signed with neighboring communities. Dania Bach was one. In the late
1980s some controversy arose over the City of Hollywood's use of certain reserve funds.
The City of Hallandale sued with the result being a revision to the Large User agreements
in 1990, and the methods of cost allocation for operating the facility being delineated in
the attachments to the agreement. There have been periodic amendments to the
agreement—the most recent being for pre-treatment efforts.
The revised agreement makes the City of Hollywood responsible for the operations,
maintenance, regulatory compliance and improvements to the treatment facility, although
the costs are allocated to the Large Users. They are also responsible for obtaining
permits for the facility and complying with regulations. The result is that the risks are
Hollywood's for any issue arising on any Large User's system, for which Hollywood is
responsible. A prior Hollywood City Manager attempted to revise the agreement to
address the risk issue, but at this time it is unlikely to be addressed.
The agreement has the following basic provisions:
• Defines the service area of each Large User
• Requires the Large Users to maintain their system (i.e., infiltration and inflow
removal)
• Requires monitoring by the Large Users of their system to insure wastes
detrimental to the treatment process are not introduced
36
• Defines anticipated demands to 2000
• Defines that the plant capacity is to be 50 MGD
• Defines that demands in excess of the year 2000 projected demands or in excess
of 50 MGD are to be paid for by the requesting Large User
• Allocates costs by flow volume and requires an annual true-up
• Defined connection points and meter locations for each Large User, readings,
meter inaccuracies and a dispute resolution
• Defines how the agreement can be terminated (requires the Large User to pay all
costs for service and for capacity they are no longer using)
• Denotes a renewal, debt and depreciation cost are to be included in the rates
charged to the Large Users
The original agreement (mid-1970s) and this replacement agreement are intended to
secure a regional facility so pull-out of the regional system is not cost effective. This is
good, because a pull-out of any of the Large Users would financially disadvantage all of
the other Large Users. The unique aspect of this agreement, and what separates it from a
bulk agreement, is that the Large Users and Hollywood share the costs based on their
flows, and the agreements makes Hollywood responsible to the Large Users for the
ongoing operations,maintenance and financial stability of the facility. Hollywood cannot
make a profit on the service, but is compensated to operate the facility at optimal
conditions. A Large User group meets periodically to discuss issues with the plant.
Unfortunately most of these issue focus on cost implications, rates, etc. and not facility.
A benefit to the Large Users is that while the agreement required the plant to be expanded
to 50 MGD by the year 2000, in the mid-1990s Hollywood noted that the flows were not
growing as anticipated. At that time there was buy-in from the Large Users to delay
certain construction. All parties have benefited from this delay by deferring debt service
for 10 years.
The central wastewater treatment plant has existed in the City of Hollywood since the 1940s
and has expanded to the current 48.75 MGD facility (50 MGD is pending). The current
wastewater treatment plant is a Category II, Class A activated sludge plant that has the
capacity to treat and dispose of 48.75 million gallons per day of industrial, commercial and
domestic sewage in an environmentally acceptable manner. The City of Hollywood also
has a 4 MGD reclaimed water system for effluent reuse via golf course and public area
irrigation. They run at a deficit for customers, so reclaimed water may be available on an
ongoing basis if new pipelines are installed.
Existing treatment units include mechanically cleaned bar screens, grit tanks, influent
pumps, oxygenation tanks, clarifiers, chlorination, effluent pumps, an ocean outfall, an
effluent reuse system, return and waste sludge systems, and post lime sludge stabilization
facilities. The majority of the existing equipment is expected to provide service until
2008 or after. Equipment with earlier projected replacement dates will be replaced as
part of the City of Hollywood's Capital Improvement Program (CIP). Recent WWTP
performance has been generally in compliance with regulatory permit requirements, with
the exception of brief periods of process shutdowns caused by improvement program
37
construction tie-ins and high rainfall events. Disposal of the bulk of the wastewater
effluent continues to be via an ocean outfall, although the Florida Department of
Environmental Protection has mandated that two injection wells be installed for additional
wastewater disposal capability. The effluent is disinfected by a gaseous chlorination system
consisting of two (2) chlorinators and two (2) stand-by generators that provide continuous
disinfection and effluent pumping.
Maintenance crews address all equipment, structures, and grounds maintenance needs of the
wastewater treatment plant on a routine basis, and as necessary. The work performed
encompasses mechanical repair and installation, plumbing, carpentry, painting, masonry
work, machining of parts, electric and electronic installation and repairs. A comprehensive
stock of spare parts and equipment is maintained to respond to emergencies.
4.2.2 Pretreatment Program
The City of Dania Beach allows the City of Hollywood's pre-treatment staff to conduct its
pretreatment program, which reduces staff time by the City of Dania Beach. South Florida
is generally a residential and resort community with little industry so few industrial
customers exist in the service area. The City of Hollywood's pretreatment program only
regulates 27 significant "industrial" users that have been identified in the entire wastewater
service area of 240,000 people after several years of intensive efforts. Most of these are
food-processing industries. Only 1 SIU class user is in Dania Beach. The City of
Hollywood's pretreatment program won FDEP's program of the year award in 1998.
4.2.3 Regulatory Standing
The City of Dania Beach is in full compliance with FDEP on its wastewater system.
However, the wastewater system, as a part of the City of Hollywood's treatment service
area, is subject to the Clean Water Act as delegated to the Florida Department of
Environmental Protection (DEP), the South Florida Water Management District
(SFWMD), the Broward County Department of Planning and Environmental Protection
(BCDPEP), and the Broward County Health Department(BCHD). The wastewater plant is
generally in regulatory compliance with the exception of the upgrade and expansion work
defined as required by the regulatory consent orders and Large User agreements. While
these expansions have been ongoing for several years, no moratorium has developed based
on slower than anticipated demands.
4.3 Wastewater Collection
The City is responsible for maintenance of its own lift stations and collection systems, and
since keeping excess flows down benefits the City financially, correction of leaks and
infiltration should be priority projects. Ongoing testing of the influent by the City of
Dania Beach, and monitoring of the City's lift stations provides a measure to determine
whether inappropriate amounts of infiltration are going to the City of Hollywood.
38
Maintenance and repair of the sewer force main piping and gravity collection system
includes excavation and repair to manholes, gravity piping, service connections and force
mains. City crews are responsible for insuring the reliable service of sewage lift stations and
accompanying force mains and gravity lines throughout the City of Dania. Wastewater
from the City is transmitted through over 800 manholes and over 40 miles of gravity and
force main piping to the Hollywood Wastewater Treatment Plant. These pipelines range
from 4 to 20 inches in diameter. Table 4.1 summarizes the collection system inventory for
the City of Dania Beach.
Table 4.1
Collection System Inventory
Services 3720 LF
8"Gravity Sewer 164630 LF
10"Gravity Sewer 13320 LF
12"Gravity Sewer 160 LF
15"Gravity Sewer 780 LF
18"Gravity Sewer 8740 LF
24"Gravity Sewer 330 LF
Manholes 754 ea
Small LS 17 ea
Land 10 ac
12" Force Main 6900 LF
14" Force Main 7725 LF
16" Force Main 4370 LF
20"Force Main 6500 LF
In 1991 it was anticipated that 50% of the flow going to the Southern Regional
Wastewater Treatment Plant was infiltration and inflow as the CBOD5 dropped below
100 milligrams per liter. In the ensuing five years, considerable effort was placed into
defining and correcting infiltration of inflow problems. All Large Users made repairs to
the main sanitary sewer collection system components, but no force mains or pump
stations. The City of Dania Beach has one of the more intensive infiltration and inflow
correction programs because, as a coastal community, and an older community, the City
of Dania Beach has a significant amount of vitrified clay pipe that has a tendency to have
broken joints,joints that leak, or cracks in the pipe that allow infiltration into the system.
Based on a report by Hazen and Sawyer, P.C., the City of Dania Beach has spent over
$1.1 million to remove infiltration and inflow in the system. In the past 10 years, most of
the piping in northeast, northwest and southeast Dania Beach has been lined. Indications
are that the southeast section had the most problems, in part because the land is low and
the system remains under the ground water table throughout the year. Current
measurements continue to indicate that the majority of infiltration to the system comes
into the southeast section of the City. Staff believes this is due to damaged service
laterals. This finding concurs with findings by Hazen and Sawyer, P.C. in the Lakes
section of Hollywood and in Hallandale,both of which are similarly situated.
39
The investment in infiltration and inflow reduction has provided the City with measurable
decreases in raw wastewater to the City of Hollywood in the past 10 years when flows
dropped significantly from prior levels. Figures 4.1 to 4.3 shows the flows for the past
three years, by year, and month. What is noticeable is that the summer flows are always
higher than winter flows, indicating inflow and infiltration. Flow increased with time.
The average daily flows are over 3 MGD, which relates to water use as shown on Table
4.3,which shows the wastewater flows versus rainfall. They are nearly equal throughout the
year appearing to indicate only minor amounts of infiltration and inflow. However, from
Figure 4.1 the following can be discerned:
• Average daily flows are 3.1 MGD as noted
• Flows increase with rainfall
• 1.5-inches of rainfall will adjust flows by 2 MGD
Inflow is a major issue that needs to be addressed. Ongoing infiltration and inflow efforts
are required to minimi a infiltration and inflow into the system since it directly translates
to billings from the regional system. Additional efforts may be required in light of the
above findings. CMOM programs developed as a part of rule-making efforts under the
Clean Water Act, the utility is responsible for maintenance of its own lift stations and
collection systems, and since keeping excess flows down benefits the utility financially,
correction of leaks and infiltration should be priority projects. The City performs video
inspection, cleaning/relining, and manhole rehabilitation programs to the gravity sewers
to keep the wastewater flowing properly. Determining infiltration and inflow(I&I) in the
wastewater collection system is accomplished by video camera inspection of gravity
sewer lines looking primarily for cracks, breaks, and tree root intrusion into the
wastewater collection system, among other sources (see Figure 4.4). By reducing
infiltration and inflows into the gravity wastewater system the City can directly reduce
costs from the Hollywood wastewater treatment plant, which charges the City by
metering the flow. This benefits the City financially by keeping excess, unnecessary flows
down to a minimum level, therefore, correction of leaks and infiltration should be priority
projects. Ongoing testing of the flows to Hollywood and monitoring of the City's lift
stations provides a measure to determine whether inappropriate amounts of infiltration
are going to the wastewater plant.
However, by their very nature (buried pipes and protected facilities that are out of the
public view), water and sewer utility operations are not in the forefront in the minds of
elected officials, local government management and finance personnel. Water and sewer
services are viewed as basic services, but they are not well understood by local
government officials. The lack of obvious problems or critical failures, may lead local
officials to believe that the water and sewer infrastructure is functioning at peak
efficiency (Bloetscher, 2008). As a result, these piping systems may become neglected
over time.
Gravity sewer collection systems consist of the gravity pipes, manholes, service lines,
and clean-outs. Collection system piping throughout North America prior to 1980 was
predominately vitrified clay. Since that time, asbestos concrete and various grades of
40
PVC have been used. Ductile iron is rarely used due to the potential for crown corrosion
from hydrogen sulfide gas. Vitrified clay pipe has been used for well over one hundred
years. The pipe is resistant to deterioration from virtually all chemicals that could be in
the water, and from soil conditions. It has a long service life when installed correctly and
left undisturbed. However, vitrified clay pipe is brittle, so settling from incorrect pipe
bedding, surface vibrations, or freezing can cause the pipe to crack. There are also
limitations on pipe size. Temperature differences between the warm wastewater and
cooler soils can cause the exterior pipe surface to be damp. The dampness encourages
tree roots to migrate to the pipe, where they may wrap around and damage the pipe. In
places that have pipe cracks, roots will enter the pipe, and over the long-term, the pipe
will become broken and damaged from the combination of tree roots, vibrations, and
freezing. Where the water table elevation is above the pipe level, significant infiltration
of groundwater can occur, which reduces the capacity of the wastewater treatment plant
to handle the volume of waste. Infiltration increases the base flow and will be indicated
by lower strength wastewater during routine tests of BOD and TSS. Lining vitrified clay
pipe is possible with many products, thereby extending the life of the pipe. The major
focus to remove infiltration has been, and continues to be oriented to lining gravity pipe,
which includes a significant amount of televising to find leaks. And where there are
peaks in wastewater flows that match rainfall, inflow would appear to be a more likely
candidate for the cause of the peaks than infiltration from pipes that are constantly under
the water table (see Figure 4.5). Another concern with older vitrified clay pipe is the
short joints used— as small as 2 feet prior to 1920 and 4 feet prior to 1960. Field joints
were made prior to 1920, and even later. The joints were sealed with cement and cloth
"diapers"wrapped around the joint. However concrete is not water-proof and will tend to
crack over time. This particular pipe configuration results in networks with many joints,
each of which has the potential to leak. Even today, the vitrified clay joints are short
compared to PVC and ductile iron (20 feet and 18 feet respectively), although the joints
and materials have improved substantially. Vitrified clay still remains the choice of
material to use in industrial areas, where pipe protection is required.
The manholes and clean-outs are required for access and removal of material that may
build up in the piping system. Manholes are access sites for workers and are also used
for changes in direction and size of the pipe. Manholes are traditionally pre-cast concrete
or brick. Brick was the method of choice until the 1960s. Brick manholes suffer from
the same problems as vitrified clay sewer lines —the grout is not waterproof so the grout
can leak significant amounts of groundwater into the manhole. In addition, the manhole
cover may not seal perfectly, becoming another source of infiltration during a rain event
or even from normal irrigation runoff. Pre-cast concrete manholes limit the number of
joints, and elastomeric seals are placed between successive manhole rings; therefore,
reducing these kinds of leaks. Many utilities will require the exterior of the manholes to
have a coal-tar or epoxy covering on the exterior, which helps to keep the water out.
Cleanouts for service lines are generally located on private property, and typically the
utility has limited control over what happens there. Hence the removal or accidental
breaking of a cleanout, or cracking of the service line pipe may be a significant source of
inflow to the system. Both are potential sources of inflow during rain events. Simple
41
methods can be used to detect them, and this should be part of ongoing maintenance
efforts.
In addition to infiltration and inflow detection, maintenance and repair of the force main
piping and gravity collection system includes the cleaning and video inspection of the
gravity lines and manholes, the cleaning and adjustments to the force main air release
valves, and response to complaints about stoppages (lift station alarms). Utility crews are
responsible for insuring the reliable service of sewage lift stations and accompanying force
mains and gravity lines. Ongoing testing of the influent and monitoring of the lift stations
by the utility provides a measure to determine whether inappropriate amounts of
infiltration are going to the wastewater plant. This testing takes a variety of forms. The
first is a review of lift station pump run times, followed by analyses of the influent
wastewater quality (i.e. strength).
Inflow reduction is important not only from the cost savings in the operation of the
wastewater treatment plant,but because a portion of the collection system may be inundated
as a result of sea level rise and therefore the inflow will be largely salt water. Saltwater will
reduce the potential availability and beneficial uses of reclaimed wastewater because the
chlorides will be too high for land application without treatment with reverse osmosis. As a
result, by pursuing an effective infiltration and inflow reduction program, the need for
advanced, expensive treatment for water reclamation can be avoided initially. USEPA and
FDEP have considered the G7 program for solving these problems. The G7 program
consists of the following:
• Inspection of all sanitary sewer manholes for damage, leakage, or other problems
• Repair of benches in poor condition or exhibiting substantial leakage
• Repair of manhole walls in poor condition or exhibiting substantial leakage
• Repair/sealing of chimneys in all manholes to reduce infiltration from the street
during flooding events
• Installation of dishes in all manholes to prevent infiltration
• Installation of LDL® plugs where manholes in the public right-of-way or other
portion of the utility's system may be damaged
• Smoke testing of sanitary sewer system
• Low flow inspection event
• Documentation of all problems in a report to utility that identifies problem,
location and recommended repair
• Manhole inspection and dish replacement—this is for manholes where the repairs
have previously been made and only the inspection and dish replacement occurs
• Identification of sewer system leaks, including those on private property (via
location of smoke on private property)
The costs for this type of program will be on the order of$500 per manhole (a total of
$0.45 million for Dania Beach) plus repairs to at least 15% of service laterals within the
public right-of-way (900 at a cost of up to $500 each). Based on Figure 4.6, the sewage
flows exceed the water flow by an average of 0.66 MGD, and appear to be increasing.
This is an indication of ongoing inflow to the system. The cost of this excess wastewater
42
flow(assuming no reduction for the fact that sewage is rarely the same as water costs), is
$2.30/1000 or an annual cost of$575,000 per year. If half of the inflow can be removed
by the infiltration program noted herein,the City would save money. The program would
be funded with State Revolving Funds (SRF), but after an initial program to address
current infiltration/inflow problems, should be part of on ongoing maintenance program.
The City completed one contact for manhole repairs. A second contract for cleanout
repairs and high flow investigations is being reviewed by City staff for summer release.
The Phase 3 contract will set the stage for lining. Both phases will use SRF funds. Phase
II is intended to be a design/build project that includes options for point repairs, lining,
pipe bursting and repairs to laterals in the street. Repairs to pipes and laterals are
estimated to add another $1.0 million based on experience elsewhere. These repairs
should be followed-up every 5 years. The benefit of this program is that is would keep
excess water out of the sewer system, especially saltwater from inundated areas.
A final project to deal with private property inflow will be addressed over the summer,
but would not use SRF funds.
4.3.1 Maintenance
In addition to continued infiltration and inflow removal, ongoing maintenance includes
reading the large user meter and inspection of all lift stations to ensure that pumps and
alarms are operating properly. Two lift station technicians check all the lift stations three
ties per week (Monday, Wednesday and Friday). Painting, servicing of equipment and test
running of generators are performed as regular scheduled maintenance. The lift station
technicians make repairs to controls and alarms and the mechanical staff repairs pumps,
valves and piping. The lift stations are not telemeterized.
Maintenance and repair of the force main piping and gravity collection system includes the
cleaning and televised inspection of the gravity lines and manholes, and the cleaning and
adjustments to the force main air release valves. Repairs include excavation and repair to
manholes, gravity piping, service connections and force mains. In addition, new
connections, gravity mains and force main piping are installed. The sewer-cleaning
program involves the cleaning and televised inspection of the gravity lines and manholes,
the cleaning and adjustments to the force main air release valves, and response to complaints
about stoppages. Parts of this work are contracted to contractors with large-scale equipment
to correct problems.
4.4 Stormwater
The sanitary sewer and storm drainage systems in Dania Beach are not interconnected.
However, the stormwater system affects the sewer system as standing water and periodic
flooding contribute to infiltration and inflow into the sanitary sewer system. As noted
previously, approximately 70 percent of the annual precipitation falls in the wet season
(which is defined as June 1 through October 31), resulting in extreme wet and dry
seasonal variations. The summer rains are generally intense and short-lived, so standing
43
water can exist immediately after the storms. The intense rains average up to several
inches of rain in an hour—the more rain, the higher the likelihood of standing water. The
City has ongoing problems in the southeast quadrant of the City. In part the cause was the
building of 5d' Avenue SE, which acts as a dike to the West Lake ecosystem on the east side
of the road. Until that road was build, the drainage from the southeast part of the City
naturally drained to West Lake. The road prevents this.
The City has ongoing efforts to correct concerns. The City recently upgraded the pump
station at Meadowbrook Apartments (north) and has an interim system at P St. SE and 5
Avenue SE. However,flooding continues in the areas of 2"d and P Avenues SE and around
Olsen Middle School. The solution appears to be tie-ins with the 36-inch pipeline on 7d'
Street SE that drains to West Lake. In addition, the improvements on Federal Highway
drain to the City's system on 2"d Avenue SE,which decreases the system capacity. The City
and FDOT are working toward a solution to this problem. The City proposes to install
stormwater piping on SE 2"d Avenue, SE P Avenue and SE 4`h Avenue to address
flowing problems in the vicinity of SE I Ph Terrace. A pumping station is needed to
improve flows in the interceptor that these piping systems will be tied into. This project
was delayed for a number of reasons, including the need to expand the basin considerably
to address drainage problems and permitting concerns. Figure 4.6 shows the major
problem areas of the City. Appendix A outlines the proposed improvements to the southeast
section of the City. Appendix B outlines improvements proposed on Ravenswood Road.
44
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Dmoeer Roember Dezember January Fat Mehl Remelt, Ppnl Party June July Iupuat September
Figure 4.1 - Wastewater System Flows (with Rainfall) 2005-date
4,500.000.
4,000.000
3,50 ,DW — —
2Ji00,000
2005 and 20M Men Orypen.2001 was 8 in abew
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500,000 �N 200131
�N 2007
0
October MovmOer Dezember January Fabruery all ipi May June July &Buat SepYmEer
MarMMyxr
Figure 4.2 - Wastewater System Flows 2005-date
46
25 — -- -
�F 2005
MM Wastewater
20 �F M7 2.0
= FY3005
Water
a � —Fyt00]
C 15 — — 5
a
8 1� Mrcn
9 10 1.0
a l' V
i 5
0
OWee m5er Downnoer January Feb.ry W,nh W1 May June Juy hpuat SeppmOer
Month
Figure 4.3 —Difference between 3 mo average and water flows (water always lower
indicating infiltration and inflow into system)
kimitgki
•ventetl
•POOL Fit
'..:: •Storm Pipe
To eSector
I Ha Sayra PI
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•Cracked -Cracked
dlkpl •Broken
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Rain and High Groundwater Affects
Wastewater Collection System
Figure 4.4 Potential sources of infiltration and inflow(Bloetscher, 2009)
47
Ib
SS
Z Z 8
CCQ 0
OROBFR.lHl HOVEMBERlHl
0
F W
2 O
5 f ao
F SO
0
Figure 4.5 Example of indication of inflow to the sewer system (Bloetscher, 2009 - x-axis
label is located in center area between the two graphs). Note the peaks are symptomatic
of inflow, not infiltration. The infiltration program Phase I and II are specifically
designed to deal with inflow.
2.500
2000 --
c
1.500
c
9
C
a
c
c 1.000
B
a
3
0.500
8
Z
0.000
Ju 3 -04 p-04 Feb-05 Sep-05 Mar-05 Oct-0e Apr-07 No-07
-0.500
Month
Figure 4.6—Net Sewer—water flows, showing and increasing amount of sewer
compared to water flows, which is being charged to the sewer system.
48
r2u
Figure 4.7 Stormwater Problem Areas (Ravenswood and Southeast Section)
49
5.0 NEEDS ASSESSMENT
This section outlines the needs for the water, sewer and stormwater systems along with
options explored to resolve the needs. The recommended projects are outlined with cost
estimates.
5.1 Water System Needs
The City has made major progress with the water system. The new 2 million gallon tank,
first three major water looping projects and tank removal projects have been completed.
The nanofiltration plant and upgrades to the current water plant are ongoing. The City
needs to add a sludge treatment system to reduce sludge costs and prevent the potential
for offsite runoff. The cost of this project is $1.1 million. The current solution is to store
sludge on site, in the retention ponds. This option is no longer acceptable since these
ponds will be tied to the City's stormwater system and will violate the City's stormwater
permit.
The City has proposed to convert to automatic meter reading. The current system
involves a person reading the meters and uploads to the City's water billing program.
The City has certain meters that are difficult to read (rear yards, fenced areas), and cannot
adequately respond to customer leak issues. As a result the AMR system would improve
customer service and reliability. The City is currently studying the options. A central
tower read with inter-meter connection is optimal. The cost of the meter reading system
is $1.3 million. This includes all new meters and readings.
Table 5.1 outlines a comparison of costs for the AMR vs meter read systems. It does not
include the intangible benefits for addressing hard-to-read meters or customer response.
Table 5.1
Comparison Of Costs For The AMR Vs Meter Read
Systems
Options Meter Reader AMR system
Item
Ann Operations Cost $120,000 $25,000
Growth Rate 1.03 1.035
Capital Cost $ - $ 1,300,000
Present Worth $1,764,838 $367,675
Assume 6.125%
Debt $0 $86,910
TOTAL PW $ 1,764,838 $ 1,667,675
50
5.2 Sanitary Sewer Improvements
5.2.1 Infiltration/Inflow Reduction
EPA has established infiltration criteria depending on the footage of collection sewer in
the area as follows:
Table 5.2
EPA Infiltration Allowance
Allowance Range Sewage Footage
(gpolin-mile) (ft.)
2,000-3,000 > 100,000
3,000-5,000 50,000-100,000
5,00 0-8,000 1,000-50,000
The criteria in the table are used as a primary indicator for the assessment and
classification of collection system infiltration. In 1993, the State of Florida Department
of Environmental Protection (DEP) and Miami-Dade County entered into a Settlement
Agreement. The Agreement required that a Sewer System Evaluation Survey (SSES) be
conducted on any collection basin with a night flow in excess of 10 gpm per mile of
gravity sewer. This newly developed criterion is used as a secondary requirement in
prioritization.
Areas of the City of Dania Beach's sewer system were flow monitored upon completion
of the 1993 rehabilitation program. The areas were ranked in descending order by the
measured infiltration in gallon per day per inch-mile of collection sewers and the results
were compared against the EPA criteria for classification of an area as having
"excessive" infiltration. The City has limited current infiltration and inflow needs except
in the southeast section of the City. At the same time, to protect the current investments,
the City needs to monitor, televise and line areas of the City that develop leaks.
As recommended in the City's "Sewer System Rehabilitation" report, an ongoing SSES
should be performed in these collection systems. The recommended program for the
collection areas that have been identified in the initial M reduction program is a modified
SSES. The following are the procedures to be conducted and their typical costs:
Table 5.3
SSES Procedures and Associated Typical Costs
Procedures Standard SSES Modified SSES
1. Manhole Inspection $500.00 each ($0.22/LF)'
2. Smoke Testing $1.00 LF $0.30/LF
3. TV Inspection $1.25/LF $1.25/LF
4. Evaluation $1.65/LF $1.60/LF
1. Assume average line segment is 250 feet.
2. ,assume test performed on every 7,000 feet.
51
The costs for this type of program will be on the order of$500 per manhole (a total of
$0.45 million for Dania Beach) plus repairs to at least 15% of service laterals (900 at a
cost of up to $500 each). The program could be funded with State Revolving Funds
(SRF) or other sourcing of borrowing, but should be part of on ongoing maintenance
program.
The City completed one contract for manhole repairs. A second contract for cleanout
repairs and high flow investigations is being reviewed by City staff for summer release.
The Phase 3 contract will set the stage for lining. Both phases will use SRF funds. Phase
II is intended to be a design/build project that includes options for point repairs, lining,
pipe bursting and repairs to laterals in the street. Repairs to pipes and laterals are
estimated to add another $1.0 million based on experience elsewhere. These repairs
should be followed-up every 5 years. The benefit of this program is that it would keep
excess water out of the sewer system, especially saltwater from inundated areas. Cost is
$1.5 million.
An ongoing appropriation for infiltration and inflow repair should be included in each
annual budget, but initial borrowing appears ears to be needed. Southeastern Dania Beach has
g
service lateral issues that may be tackled from a different perspective. A grant option
may be available to explore methods to correct lateral damage in the system.
Table 5.4
Infiltration and Inflow
Treating
Wastewater
Excess (est
660,000 gpd
at 2.30/1000 Infiltration
Options gal) and Inflow
Item
Options Meter Reader AMR system
Item
Ann Operations Cost $575,000 $0
Growth Rate 1.03 1.03
Capital Cost $ - $ 1,500,000
Present Worth $8.456,516* $ 1,500,000
Assume 6.125%
Debt $0 $100,281
*Assumes 6.125%interest with a 3%inflation rate deducted.
52
5.2.2 Lift Station Rehabilitation and Telemetry
There are 16 lift stations serving the City. There are limited controls and the stations are
older. Some rehabilitation and telemetry for tracking data is important. It is especially of
concern since the City purchases bulk wastewater service from the City of Hollywood, so
reducing infiltration and preventing excess inflow is important. Identifying and tracking
problem areas is best accomplished with telemetry. Two options exist— do nothing and
provide some degree of oversight. Doing nothing means the City is blind to the
collection system. This is not in keeping with the goals of the City and likely causes the
City to incur, periodic large inflow occurrences in the system. The cost per station is
$500,000, but only certain stations should be prioritized for telemetry due to cost and the
potential need for retrofits.
An engineer who designs telemetry systems should perform a needs assessment of each
lift station. The cost of the study will be $50,000. The cost to retrofit and telemeterize
the system is under $750,000, but the costs are highly dependent on the findings of the
control boxes at the lift stations and directives of the City for installations.
Most of the stations use bubblers for control. Sonic systems should be reviewed if the
bubblers are not functioning well. An inventory of pump needs and concrete, rail and
pipe repairs for each station needs to be undertaken. Since many of the lift stations are
older, and do not have liners or protected metal, they will require refurbishing. The cost
for this program is estimated at $500,000. However, replacing lift stations will cost over
$500,000 each, and use of more efficient pumps may reduce power consumption. FPL
may have an interest in reviewing the City's power cost for lift stations. Note these
projects are covered under the current Facilities plan and are underway.
5.3 Stormwater
Stormwater needs are currently being addressed in areas of the City: SW 40th Ave in the
recently annexed area (by Broward County), on 32"d Ave where the City is raising the
road to reduce flooding. Recently upgraded pump station improvements at Meadowbrook
Apartments (north) at SE Yd St and SE 5d' Ave. The options are to make the
recommended improvements or not. The do nothing does meet the City's comprehensive
plan. The recommended solution is included in Appendix A and Appendix B.
5.4 Permits Required
The majority of the projects planned for the next 10 years (and longer) will involve
rehabilitation or replacement of existing infrastructure. All water line installations,
including replacement lines, will require Broward County Health Department permits
that will be secured at the time of design (prior to construction). This will be done on a
project-by-project basis. Permits will be required for the water plant improvements,
chlorine system and new water lines. None are expected to pose a significant problem.
No permits will be required for any wastewater improvements. Depending on the
53
stormwater projects selected, certain permits for piping or treatment may be required, but
are as yet unknown.
Since this program included herein is a five-year program, and given that rules or rule
requirements can change, the exact nature of permits will be derived at the time of
design, and prior to request for any funds from the SRF program.
5.5 Selected Plan
The City of Dania Beach is continuing its program to upgrade its existing facilities. The
majority of the improvements are driven by regulatory requirements, new demands and
facility age. The actual expenditures and loan amounts will depend upon financial needs.
The program is intended to ensure that the City meets its contractual obligations to its
existing customers over the planning period, and should permit the City to meet all
regulatory requirements currently in effect or reasonably anticipated in the future.
To summarize the findings herein, the following should be noted:
• All of the projects proposed to be in sites currently developed, such as the water
plant site, road right-of-ways or City owned, cleared property (plant site).
• All proposed areas for construction have been previously disturbed by
development activities
• There are no known archaeological or historical sites in any of the project areas
and no undisturbed areas that might uncover currently unknown archaeological or
historical sites
• There are no known wetland, terrestrial, endangered species, environmentally
sensitive or biological impacts in any of the project areas. All the sites planned
for improvements have previously been disturbed, and exist in an urban setting
where wetland, terrestrial, biological or environmentally sensitive impacts would
not occur as a result of prior disturbance.
• There are no known threatened, endangered, proposed, and candidate species and
designated critical habitats that may be present in the project areas
• There are no known adverse effects upon flora, fauna,threatened or endangered
plant or animal species, surface water bodies,prime agricultural lands, wetlands,
or undisturbed natural areas from the proposed projects since all are located in
developed/disturbed areas
• The proposed project will not have any significant adverse human health or
environmental effects on minority or low-income communities; in fact hey should
provide long-term benefits to all residents including minority or low-income
communities
• There are no known adverse environmental effects so the project will not need to
mitigate such effects
With regard to socio-economic interests, the following summarize the impact of the
projects:
54
• On the sewer side, pursuit of infiltration and inflow programs will limit the
potential for sewer overflows to impact surface waters
• Groundwater impacts are minimal. Small diameter water lines are old and
undersized. They leak because they are under pressure, but groundwater impacts
are not an issue. Groundwater will tend to flow into the sanitary sewer system,
not out of the system.
• Air quality will not be affected by any project contemplated herein.
• Noise impacts will not occur as a result of any project contemplated herein,
although some limited noise may occur during construction.
• Aesthetics —failure to repair leaks in a timely manner provides the appearance of
failure to maintain the system adequately. Pursuit of the program anticipated
herein would maintain integrity of the system and have no unfavorable aesthetic
impact.
• Economic - Construction would maintain the current economy. Rates and fees
are, or will be in place to cover the facility costs. Leaks and subsequent repairs
will hamper normal traffic patterns, which may be a disincentive to do work in
Dania Beach. Limitations on commercial property eliminated with upgrades to
the water system. Addressing infiltration and inflow will help prevent undue
increases in sewer bills and reduce any potential for fines to be levied against the
City.
• Public Health - Improved water quality would result from the improvements to
the water plant contemplated herein. New water lines will improve service and
reduce the likelihood of service interruptions and will provide storage. On the
sewer side, pursuing and ongoing infiltration and inflow and lift station
maintenance program will treat and monitor the system for excessive infiltration
and inflow which may adversely affect public health due to higher risk of
untreated sewage spills without rehabilitation of existing facilities and increase
sewer charges to residents.
• Cultural—no impacts are expected
• Transportation - Minor inconvenience during construction on-site and a
temporary increase in traffic on road into sites is expected, but these would likely
be less in the long-term than impacts from repeated repairs of old lines. Potential
for damage to pavements and alleys, which may damage private property as a
result of excessive leakage of old, small pipes that flood streets and gutters, will
be eliminated with the planned program.
• Energy — there is unlikely to be any significant change in energy utilization as a
result of the improvements proposed by this plan.
55
6.0 FINANCIAL ASSESSMENT
Historically, the utility industry has shown dedication to building and maintaining
drainage systems to provide high quality drainage service to its customers. The rapidly
changing regulatory framework has forced utilities to investigate new water management
strategies that pursue demand mitigation alternatives, and include treatment capability to
meet ecosystem demands as well as urban runoff demands. The City of North
Lauderdale has begun a comprehensive evaluation of its water, sewer and stormwater
system, to determining where needs exist so that improvements to the citizenry can be
made. The City has identified the State Revolving Fund loan program as a source of
funding for necessary improvements. Determining how these new projects will be
integrated into the finances of the utility system is important.
Traditionally, utilities have used water volumes and pricing as a means to recover costs
by charging users of a specific type in accordance with the cost of serving that type of
user, which is both effective and equitable. But pricing can also work to reduce demand
by providing an incentive for customers to manage water use more carefully.
6.1 Financial Basis of the Utility
Utility systems charge a variety of rates, fees and charges for service. These include
monthly service charges, impact fees, assessments and miscellaneous fees such as meter
re-reads, connection fees, late payments and backflow testing. Each of these fees should
have a basis for the charge generally consistent with the financial policy of the system.
Only two fees have major legal constraints—impact fees and assessments.
The case law defining the employment of user fees varies from state to state, but is
underlain by the basic concept of fairness. A utility's rates not only must be reasonable,
they must be non-discriminatory, although different user-classes can be charged
differently provided a valid rationale exists for the difference. Different user classes may
be charged different rates if the rates can be justified. For example, a distinction can be
made in some instances between user classes, i.e., residential customers being charged
differently than industrial or commercial customers. Also, users of a new sewer
treatment facility can be charged differently than those using an older facility if there is
an obvious separation. Typically, however, impact fees and other revenue collection
methods are utilized to absorb this difference and provide for consistent rates across all
user classes.
Periodic changes for service are the costs collected on a regular basis from existing
customers for the amount of service they receive. Periodic service charges are usually
broken down into two portions - availability charges and volumetric charges.
Availability charges are the fixed portion of the bill which is generally based on
equivalent residential connections (ERCs), meter size or some mixture of the two. The
volumetric charge is based on the amount of water consumed by the customer as
determined from meter reading. Due care must be exercised to avoid under-collection of
fees with the imposition of any rate collection method.
56
6.1.1 Availability Charges
The fixed-fee portion of the service charge is collected from every customer regardless of
whether or not there is any usage at the address. This practice is intended to allow the
utility to bill customers where service is available, because there is a cost for having the
service available to the customer's property. One obvious and consistent charge
encountered is that of meter reading and sending out the water bills. As a result, this cost
should always be included in the fixed portion of the bill; likewise, debt service continues
to occur whether or not the customer uses the system. Because the repayment of debt is
important in order to protect the financial position of the utility, debt is often the highest
priority in the budgeting process and as a result, revenues to cover debt are typically
included in the availability charge. This practice is also a safeguard in case there is
catastrophic facility damage due to storms or other natural disasters; the availability
charges continue to accumulate on the system to enable the utility to pay its debt, even
though the service is not being used.
Utilities consider a number of pricing objectives when an appropriate rate structure is
being selected. These objectives include:
1. Financial sufficiency - generating sufficient revenues to recover operating and
capital costs;
2. Conservation - encouraging customers to make efficient use of scarce water
resources through costs;
3. Equity - charging customers or customer classes in proportion to the costs of
providing service to customer groups;
4. Implementation - having the capability to implement the rate structure
efficiently without incurring unreasonable costs associated with
reprogramming,procedures modification, and redesigning of forms;
5. Compliance with appropriate legal authorities—being consistent with existing
local, state, and federal ordinances, laws, and regulations;
6. Effect on customer classes - minimizing negative financial effects on utility
customers; and
7. Long-term rate stability - producing rates that are reasonably constant from
year to year.
The public can best be served by a utility that is a self-sustaining enterprise adequately
financed with rates based on sound, established engineering and economic principles.
Water rates typically consist of operating and capital costs. Examples of operating costs
include salaries, electricity, chemicals, and other recurring expenses. The capital portion
typically includes contributions from current revenues, new borrowed funds and
contributions for repairs and replacements. Debt service includes payments on any
outstanding borrowing. Repayment of SRF loans are included here.
All of the financing starts with the utility's "cash registers" — the meters. This program
requires that the utility install a meter to record water consumption for each customer and
57
bill for water use based on metered consumption. The alternative is to bill customers on
a flat rate regardless of water consumption. Metering provides an incentive for customers
to use water wisely. User charges are then based on these meter readings to meet certain
objectives. A number of different rate structures are available. These include the
following:
Declining Block Rates
For many years, a single schedule of declining block rates applicable to all
customer classes was the predominant water rate form in the United States. The
declining block rate provides a means of recovering costs from the customer
classes under a single rate schedule, recognizing the different water demands and
costs associated with each customer class.
Uniform Volume Rates
A uniform-volume water rate is one in which all water use is charged at the same
rate to all metered units, regardless of consumption. Sewer consumption is often
based directly on water usage up to a specified level (usually the average
household indoor use calculated for the utility).
Inverted Block Rates
Inverted block rates are the opposite of the declining block rate structure. Under
this alternative, rates increase for progressively larger volumes of water use. As a
result, larger-volume customers pay a progressively higher average rate for
increased water use. The usual reason for using an inverted block rate structure is
to offer financial incentives for reducing water use. Note that the South Florida
Water Management District has rules requiring utilities to utilize this rate
structure to reduce water use during restrictions.
Off-Peak Rates
Off-peak rates are charged for water service provided during periods when the
utility is not providing water service at its daily or hourly peak rates of flow. This
measure works for electrical service because the meter already tracks this
information system, but is impossible to hard to utilize in a cost-effective manner
for residential water customers.
Seasonal Rates
A variation of off-peak rates is to institute seasonal rates. Seasonal pricing to
affect peak use is probably the most effective and equitable method of demand
management. Seasonal rates establish a higher rate for water use during the
utility's peak season,reflecting the higher cost of providing the facilities for water
during those peak periods. Seasonal rate structures indicate to the consumer the
58
importance of efficient use of resources. Such rates are becoming popular and
P g a P P
effective rate structure in areas where seasonal peak uses are high.
Rate schedules can be complied by customer class to establish a separate rate structure or
schedule of charges for each group (or class) of customer served by the utility. A rate
structure applicable to all classes of customers cannot reflect the cost of service for any
particular customer group. By establishing rates by class, however, there is a more direct
recovery of cost from each customer group. Since the rates can better reflect cost
differences among the various classes, customers in each class are made aware of the cost
of each unit of water consumed. The major difficulty in establishing a rate schedule is
the identification of the various classes and the assignment of each customer
appropriately.
6.2 Water and Sewer System
This study is a "table-top" or planning level rate analysis to derive information for
inclusion in the Capital Financing Plan and as back-up for the SRF applications, and to
provide staff and the City Commission with information on the impact of the program.
Appendix C is the recent rate study conducted by PRMG that incorporates all of these
issues. This report assumes certain rate increases that were put into ordinance form (see
Appendix E.
6.3 Methodology
Multi-year financial forecasts and financial plans are common tools in business. Most of
the major private enterprises project sales and expenditure levels at least five years, and
many times 10 to 20 years, in advance. However, this tool is seldom used in a public
sector due to the nature of public enterprises - most do not "sell" a tangible product; they
provide services such as police protection, fire protection and recreational services.
However, as tax revenue sources are exhausted, local governing bodies have begun to set
up many municipal departments as enterprise funds to accommodate the establishment of
fees for the service. Municipal water and sewer utilities have extensive experience using
financial forecasts and plans like private sector businesses for their enterprises as many
governments separated their water and sewer utilities years ago as a part of the federal
grant process.
Governmental expenditures are subject to changes in the statutes, case law, sound
financial practice, competitiveness between public entities, the political process and
group decision-making. Many public entities rely on determining revenues, and
afterward planning expenditures to remain within the revenue projections, including
capital items, which "fit in." This practice can lead to the deferral of needed capital
expenditures or insufficiency in maintenance obligations, since many capital expenditures
must be planned years in advance. The consequences of these capital items not coming
on-line at the appropriate time may subject the utility to excessive maintenance costs,
lawsuits or failures in providing service.
59
More progressive utilities today project expenditures, including long-term capital
allocations, a practice that causes the revenue needs become clearer from year to year.
Projected shortfalls can be planned for ahead of time, and capital expenditures can be
scheduled and completed at the necessary time. Projecting capital expenditures promotes
efficient operations, as well as being politically expedient, since projects are budgeted
and built on schedule - when promised and when necessary to continue operations and
meet community needs and growth patterns. This philosophy is in part responsible for
portions of the Florida Growth Management Act of 1985, which states that infrastructure
must be in place at the time growth demands it.
This analysis follows a similar, albeit limited, protocol as the City's water and sewer rate
study conducted by other rate professionals. Information on operations from 2000 to date
was collected for use in making projections about expenditures and debt availability.
Expenses in years through 2006 tie directly to the budget documents (budgeted or actual
expenditures), except that the depreciation line item was deleted.
Projections were made for the period ending in FY 20013. Table 6.1 outlines the
projection portion of the capital financing plan for the City.
60
Table 6-1 Summary of Projected Revenues, Expenditures and Debt Coverage
FY 2009 FY 2010 FY 2011 FY 2012 FY 2013'
Operating Revenue $7,767,657 $8,347,534 $8,893,897 $9,424,923 $9,987,586
Other Operating Revenue $0 $0 $0 $0 $0
Interest Income n/a n/a n/a a/a $n/a
Other Income or Revenue
(identify)
Impact fees 0 0 0 0
Misc(meter fees,penalties, 222,066 269,660 325,000 338,000 $ 353,000
etc)
Total Revenues $7,989,723 $8,617,194 $9,218,897 $9,762,923 $10,340,586
Operating Expenses $6,711,214 $7,097,718 $7,476,865 $7,878,012 $8,302,113
(excluding interest on debt,
depreciation,and other non-
cash items)
Net Revenues(g=e-f) $1,278,509 $1,519,476 $1,742,032 $1,894,911 $2,038,473
Revenue(including
coverage)pledged to debt
service,excluding SRF loans 0 0 0 0 0
Revenue(including
coverage)pledged to 586,976 609,886 609,886 609,886 609,886
outstanding SRF loans
Revenue Available for this
SRF Lon[(i)=(f)—(g)— $691,533 $909,590 $1,132,146 $1,275,025 $1,428,587
(h)]
61
7.0 PUBLIC PARTICIPATION
Public participation in the City's planning efforts began in 2003 when a new City
Manager and the City Commission began discussing a comprehensive look at the utility
system. The City's first Facilities plan was approved in 2003 and the City has been
making progress to address the capital needs and policy needs noted therein.
For this plan, a public meeting was advertised in the Ft. Lauderdale Sun-Sentinel on July
E, 2009 and a public meeting was held on July 28, 2009 in City Commission Chambers
7:00 p.m. The issues covered included the proposed improvements and costs, the
proposed use of SRF funds to fund the improvements, the comparative options and the
impact of doing or not doing the improvements.
The City Commission approved the plan after the public meeting in which there were no
speakers. The following support documents for the meeting are included in Appendix D:
• Advertisement
• Agenda
• Presentation slides
• Minutes
• Resolution
62
8.0 RECOMMENDATIONS AND ACTION STEPS
The City of Dania Beach is well situated for upgrade of its water, sewer and stormwater
utility systems. To date, the City has completed $8 million in projects and taking
proposals for over $8.5 million more. To meet the continuing regulatory needs and
demands of the residents for improved service, the projects identified on Table 6.1 should
be pursed as the capital improvement program for the utility systems. The major
improvements are:
• Water Plant upgrades
• Nanofiltration Plant
• AMR system
• Infiltration and Inflow improvements
• Telemetry and pump station rehabilitation
• Drainage Improvements in SE Dania Beach
• Drainage Improvements West of Ravenswood Road
The remaining amount that needs to be borrowed is just over $10 million more than the
2003 plan, if all of these projects are constructed. The cost estimates may be less
depending on findings during design. Annual debt is $650,000, much of which is on the
storm water side.
Since the initiation of the facilities planning process, it is the goal of the City of Dania
Beach to provide to the users of the City of Dania Beach a safe reliable and adequate
potable water system. In the interim period, the City has seen dramatic increases in
construction costs caused by the construction boom in SE Florida. Likewise there have
been regulatory changes in direction and re-prioritization (water lines in particular). To
this end the City has developed this plan to update its 2003 Water, Sewer and Stormwater
Facilities Plan.
63
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APPENDIX A
CGA report of Southeast Drainage System
65
APPENDIX B
Chen and Associates report of Ravenswood Drainage System
66
APPENDIX C
PRMG Rate Study
67
APPENDIX D
Public Hearing Information
68
APPENDIX E
Rate Ordinance
69
APPENDIX F
Infiltration/hAow Protocol
70
Section 1 —Scope of Services
The proposed project is an initial amount of money to be spent by the utility for the
following:
• Inspection of all sanitary sewer manholes for the City of Dania Beach for
damage, leakage or other problems
• Repair of benches in poor condition or exhibiting substantial leakage
• Repair of manhole walls in poor condition or exhibiting substantial leakage
• Repair/sealing of Chimneys in all manholes to reduce infiltration from the
street during flooding events
• Installation of dishes in all manholes to prevent infiltration
• Installation of LDL plugs where manholes in the public right-of-way or other
portion of the Utility's system is damaged
• Smoke testing of sanitary sewer system
• Low flow inspection event
• Documentation of all problems in a report to City that identifies problem,
location and recommended repair
• Manhole inspection and dish replacement—this is for manholes where the
repairs have previously been made and only the inspection and dish
replacement occurs
• Identification of sewer system leaks, including those on private property (via
location of smoke on private property)
• Submittal of ArcGIS database of manhole and repairs with integrated
photography and GPS locations
This contract was designed to limit the number of entries into any given manhole by
allowing repairs, dish installation, chimney seals and mapping to occur simultaneously.
900 manholes were inspected and repaired under this phase throughout the service area
(see Figure 1). The repairs will insure that manholes are accessible and provide data on
where excessive flows appear to exist. The results of this work will lead directly to the
televising and repair/lining of pipe as a part of Phase I. Phase II will resolve more
extensive work such as digging up piping and services.
Section 2—Contractor's Responsibility
2.1 Contractor agrees to do everything required by this Agreement and to comply
with any and all other provisions in the documents and items incorporated by reference
into this Agreement. Contractor also agrees to perform all clean-up and bear the expense
of any off-site disposal, which is or may be necessitated by its Project work.
2.2 Contractor agrees that all work performed under this Agreement shall be done in a
professional manner and that Contractor's efforts will produce a quality result.
71
2.3 Contractor represents to City, with full knowledge that City is relying upon these
representations when entering into this Agreement with Contractor, that Contractor has
the expertise, experience and work force sufficient to timely perform the services to be
provided by Contractor pursuant to the terms of this Agreement.
2.4 Contractor represents to City that Contractor is properly licensed by all applicable
federal, state and local agencies to provide the services specified under this Agreement.
If any of the Contractor's licenses are revoked, suspended or terminated for any reason
by any governmental agency, Contractor shall notify the City immediately.
2.5 Contractor agrees to conduct all work and services under this Agreement in
accordance with all applicable federal, state and local laws and regulations. Contractor
will identify all governmental authorities and agencies having jurisdiction to approve
work involved in the Project and Contractor agrees to obtain all permits and approvals
from any and all such governmental authorities which have jurisdiction. If permitted by
the permitting agency, and if City can realize a cost savings by such action, City may
authorize the Contractor to seek required permits on behalf of and in the name of City as
its Contractor; provided, however, that Contractor agrees to fully indemnify and hold
harmless the City in all respects as a result of the obtaining of any and all such permits
and approvals. Without limiting the foregoing, City agrees to reimburse Contractor, upon
City's receipt of adequate proof that Contractor has paid same, the amounts of all permit
fees incurred by Contractor in connection with the applications, processing and securing
of approvals or permits which are required to be obtained from all governmental
authorities which have jurisdiction over any and all aspects of this work, except City
permits and fees which shall be waived and except for so much of any fees as to which
the City is required to remit to other governmental agencies.
2.6 City's Engineer, or other designated representative, will be the person through
whom Contractor must communicate all information pertaining to the Project.
2.7 Contractor shall guarantee the entire Project work against poor workmanship and
faulty materials for a period of one (1) year after final payment and shall immediately
correct any defects which may appear during this period upon written notification by the
City's Engineer or designated representative. Contractor waives any and all rights to
claim any statute of limitations defense as to any condition that may arise under this
guarantee.
Section 3—Manhole Inspection
3.1 The Contractor shall furnish all items (labor, equipment, materials and
supervision) necessary to open and inspect all manholes assigned whin this contract.
Inspection of the manholes shall include,but not be limited to:
• Opening of the manholes
• Inspecting them for leaks
• Inspecting them for hydrogen sulfide damage or damage incurred as a part of road
paving or initial construction
72
• GPS location of the manhole
• Determining the condition of the manhole cover and its fit
• Photograph of the manhole
3.2 Once the contractor has inspected the manhole, Contractor's personnel shall
complete the inspection form attached hereto for each manhole. The inspection forms
will be used for reporting to the owner.
3.3 Contractor will insure that the manhole cover is reinstalled so as to insure no
damage will occur to traffic as a result of traffic running over manhole (Le. manhole
flipping)
Section 4—Sealing manhole chimneys
4.1 The work covered under this section includes, but is not limited to all labor,
equipment, materials, supervision and any other efforts required to seal the manhole
chimney as outlined herein. The intent of the chimney seal is to prevent inflow from the
area beneath the rim of the manhole, but above the cone. See figure 4.1. The chimney
includes the ring, cement extensions, lift rings, brick or cement used to raise the manhole
ring.
4.2 The chimney seal shall be installed using ElastaSeal® internal manhole sealing
system or equivalent as approved by the Engineer that specifies a primer material to stick
to the concrete, and a flexible seal. The seal is to be of a flexible, but resistant material to
account for surface loading changes that create most chimney damage. The sealing
materials shall have the following parameters:
Primer coat:
• Specific gravity> 1.0
• >90 % solids as measured by ASTM D2369
• Elongation 650 +/- 50 as measured by ASTM D412
• Adhesive strength> 700 psi on steel or concrete as measured by Eclometer 109
• Tensile strength=3200 +/- 50 psi as measured by ASTM D412
• Tear resistance=325 +/- 10 psi as measured by ASTM D624
• Nonflammable as measured by ASTM D-93 in a Pensky-Martens closed cup
• Temperature Range -65 to 200 F
• Minimal water absorption capacity (<0.5%)
Top Coat
• Specific gravity> 1.0
• >99 % solids as measured by ASTM D2369
• As applied, solids greater than 70%
• Ultimate Elongation equal to or greater than 850% +/- 50 as measured by ASTM
D412
73
• Elongation as applied equal to or greater than 335%+/- 10 as measured by ASTM
D412
• Adhesive strength> 700 psi on steel or concrete as measured by Eclometer 109
• Tensile strength=2000 +/- 50 psi as measured by ASTM D412
• Tear resistance =300+/- 10 psi as measured by ASTM D624
• Nonflammable as measured by ASTM D-93 in a Pensky-Martens closed cup
• Temperature Range -65 to 200 F
• Minimal water absorption capacity(<0.5%)
• Shore A Hardness equal to 75 +/-5 as measured by ASTM 2240
Neither material shall contain VOCs. The final sealing system shall remain flexible with
time to account for surface loading variations.
4.3 Seal coat shall be resistant to damage after 14 days of immersion in:
• Salt
• Motor oil
• Gasoline
• Hydrogen sulfide
• Antifreeze
• Low pH
4.4 Installation
4.4.1 All loose mortar, concrete brick or other materials shall be removed by Contractor
as they would interfere with seal performance and adhesion.
4.4.2 High pressure sandblast chimney and ring to create a dry, clean surface. Surface
shall be clean from dust and moisture.
4.4.3 Mastic Primer coat shall be applied to clean chimney material and applied in
accordance with manufacturer instructions. Coating shall cure for a minimum of 30
minutes or as specified by the manufacturer prior to application of lining
4.4.4 Lining material shall be applied on top of primer in accordance with manufacturer
instructions.
4.4.5 The primer and lining shall have a finished, dry thickness greater than 120 mils.
4.4.6 The manhole shall be opened once to install primer and liner to minimize
disruptions to traffic.
NOTE concrete must be at least 28 days old with a compressive strength of 3500 psi
prior to application of sealant.
74
Figure 4.1 chimney seal installed.
Manhole Prior to Abatement M-1, Frame!Cb®ey Sand-Slisted
m7W%,71
Manhole Interior Following Smd-blasting Frame&Chmney-la a Coat
Frame&Chimney-Elastaseal`Coat Manhole Following Abatwoul
Figure 4.2 Installation procedure
75
Section 5 - Repair of benches and manholes wall
5.1 The work covered under this section includes, but is not limited to all labor,
equipment, materials, supervision and any other efforts required to repair concrete and
mortal damaged inside the manhole that is, or may in the future permit, leaks into the
sewer system. .
5.2 The chimney seal shall be installed using Sewpercoatl® or equivalent as approved
by the Engineer that creates a concrete impregnating hard seal. The seal is to be of a
resistant material to account for corrosion potential in the manhole. The sealing materials
shall have the following parameters:
• Specific gravity> 1.0
• Compressive strength> 7000 psi after 24 hours as measured by ASTM C495
• Compressive strength> 9000 psi after 28 days as measured by ASTM C495
• Flexural strength> 1200 psi after 24 hours as measured by ASTM C293
• Flexural strength> 1400 psi after 28 days as measured by ASTM C293
• Splitting Tensile strength 800 psi after 24 hours as measured by ASTM C496
• Adhesive strength > 1600 psi after 28 days on concrete as measured by ASTM
C882
• Shrinkage after 2 days<0.06 %cured at 90 percent humidity
• Nonflammable as measured by ASTM D-93 in a Pensky-Martens closed cup
• Temperature Range -65 to 200 F
• Minimal water absorption capacity (<0.5%)
• Material shall contain VOCs.
5.3 Installation
5.3.1 All loose mortar, concrete brick or other materials shall be removed by Contractor
as they would interfere with seal performance and adhesion.
5.3.2 High pressure sandblast manhole as necessary to create a dry, clean surface with
appropriate roughness for adhesion designated as CPS 4 by the International Concrete
Repair Institute guideline 3732 — selecting and Specifying Concrete Surface Preparation
for Sealers, Coatings and Polymer Overlays. If the cone also needs repair, the overhead
areas shall be sandblasted to create a roughness for adhesion designated as CPS 3 by the
International Concrete Repair Institute guideline 3732 — selecting and Specifying
Concrete Surface Preparation for Sealers, Coatings and Polymer Overlays. Surface shall
be clean from dust.
5.3.3 Prior to application of sealant, all surfaces shall be being soaked with water.
Surface must be saturated, but not dripping wet, prior to application of liner (see
manufacturer's recommendations)
5.2.4 Lining material shall be applied in accordance with manufacturer instruction and
under the appropriate application pressure. Water used for mixing material shall be fresh,
clean potable water only.
5.3.5 The lining material shall have a finished, dry thickness greater than % inch thick
on all surfaces.
76
5.3.6 Curing shall be in accordance with ASTM C309 and the manufacturer's
recommendations. Moist curing shall
NOTE concrete must be at least 28 days old with a compressive strength of 3500 psi
prior to application of sealant. Temperatures must be above 40 F during application
Section 6—Smoke Testing
Contractor shall document each case of improper entry or damage to the collection
system and provide a report which will include the physical address, GPS coordinates, a
detailed map indicating the breach point and include photographic proof of same to
owner.
6.2 Preparations
6.2.1 Smoke testing of all collections systems may affect occupants of buildings
connected to the line being tested. Such factors as defected in the sewer system of
buildings, dry traps, defective wax beneath toilets, terminated vents or breaks,
missing or unsealed cleanouts of any kind will cause smoke to enter the building.
It is imperative to avoid a public relations problem caused by panic or alarm if
workers or residents suddenly see smoke in their building.
6.2.2 Adequate preparation plus notification of all residents by door hanger a minimum
of 72 hours in advance of smoke testing shall be the responsibility of the
Contractor.
6.2.3 It shall be the responsibility of the Contractor to provide adequate notification to
the fire department. police department and emergency services of the anticipated
smoke testing schedule and to notify the departments at the start of each day in an
area to avoid the departments diverting their attention to false alarms caused by
smoke testing.
6.2.4 It shall be the responsibility of the Contractor to insure that all operators who
participate in the smoke testing be fully trained and briefed in the handling of
residents and business owners who discover smoke in their buildings or in their
yards.
6.2.5 It shall be the responsibility of the contractor to unsure that all operators involved
in smoke testing be trained that any smoke in a building is an indication of sewer
gases from the sewer entering the building and to advise the homeowner that
immediate action of correct the problem is needed for the health and safety of the
building occupants.
6.3 Operation
6.3.1 At the start of each operation, the smoke blower will be located of the manhole.
Smoke testing will not be conducted on windy days
6.3.2 The blower will be started and liquid smoke will be employed
77
6.3.3 As soon as the liquid smoke has been blown into the manhole, the operators and
recorders shall be instructed to move out according to pre-arranged plans to canvas the
area affected by the smoke testing. Observers will look for smoke rising from the ground
that may indicate:
• The sources of entry into the collection system of surface waters (surface inflow)
on both public and private property. This includes catch basins, storm sewer or
irrigation.
• The sources of entry into the collection system of illegal connections on both
public and private property such as downspout connections or industrial
connections,yard drains, or cooling water
• The sources of entry into the collection system due to broken or missing cleanouts
• Lost manholes
• Brakes in the main sewers or laterals that leach to the surface
Observers will pay particular attention to smoke rising around the foundation of the
house where the service pipe likely enters the building.
6.4 Recording
6.4.1 Contractor shall document each case of improper entry or damage to the
collection system and provide photographic proof of same to the utility. To accomplish
this the observers will:
• Record the street address
• Record the GPS coordinates
• Record a photograph of the event
• Provide specific notes to permit follow-up activity
• Download recorded information to provide detailed map and report to owner
Examples are as follows:
• 265 Brown Street smoke from vents only
• 269 Brown Street—smoke from ground at building foundation, SE corner front.
• 273 Brown Street—no smoke from vents
• 277 Brown Street—smoke from rain gutters.
NOTE: Where the observers find a broken or missing cleanout in the utility's service
line, an LDL plug, as outlined in Section 7, will be installed.
Section 7—Installation of LDL Plug
7.1 The work covered under this section includes, but is not limited to all labor,
equipment, materials, supervision and any other efforts required to install LDL® or
equivalent plugs in the broken cleanouts within the utility's control during smoke testing.
7.2 The plug shall be LDL® or equivalent consisting of the following:
78
• Plug body shall be molded, one piece, synthetic urethane polymer material
designed to align and seal cleanout.
• Inner seal of plug shall consist of a pvc material fabricated with an internal
tapered, beveled seat with a thickness of.187 in and overall height of 1.25 in.
• Plug will not permit gases to escape past it
• Plug will not permit sewage to flow past it
• Plug will be removable by utility crews from the surface using embedded
hardware molded into the plug body with a corrosion resistant material
• Retrieval hasp and hardware shall be made of corrosion resistant material and
shall protrude at least one inch above the plug body and have a thickness of 0.187
in.
• Plug shall have embedded steel to permit surface detection by metal detector.
7.3 Installation
7.3.1 Remove cleanout cap (broken or otherwise)
7.3.2 Contractor shall wipe all cleanouts to remove soil and moisture from the interior
of cleanout stack. All loose materials shall be removed by Contractor as they
would interfere with plug.
7.3.3 Contractor will scuff the interior of stack with a file hone
7.3.4 Swab interior scuffed area with PVC cleaner.
7.3.5 Swab exterior of inner seal ring of plug with PVC cleaner
7.3.6 Apply PVC glue to interior walls of cleanout and exterior of inner seal ring of
plug
7.3.7 With surface tools, slide inner seal ring into appropriate point in cleanout. Align
with depth gauge installation tool. Twist to glue in place.
7.3.8 Cure for 60 sec
7.3.9 Install plug(see Figures 7.1 and 7.2)
79
A
To 3�
Determined
On In;cau ;x
@...Ira,t
t trs-
Figure 7.1 LDL Plug Design
Figure 7.2—LDL Plug installed in cleanout
NOTE: If the clean-out stack is in such a state of disrepair as it cannot accommodate the
proper installation of the LDL® Clean Out Plug a notation shall be made the comment
section of the smoke testing report to provide the owner the opportunity to repair or
replace same
80
Section 8—Installation of Rain Dishes
8.1 The work covered under this section includes, but is not limited to all labor,
equipment, materials, supervision and any other efforts required to rain dishes in
manholes. Dish shall be effective in keeping out rain, sand, dirt chemical spills and
other materials from entering manhole
8.2 The rain dish shall be Inflow Defender Manhole Inflow Dish® or equivalent
consisting of the following:
• Body shall be molded with corrosion proof material, durable high density
polyethylene copolymer material that meets the requirements of UL Standard 94-
HB and ASTM specification Prime HDPE 250 and be suitable for atmospheres
found in manholes.
• Minimum Thickness is .125 inches
• Dish shall have smooth molded edges for additional strength and prevention of
cracking
• Dish shall have molded rubber ribs for structural integrity(see Figure 8.1)
• Gasket seal shall be made of closed cell neoprene material with pressure sensitive
adhesive on one side for adhering to ran dish body. Gasket shall be '/2 inch wide.
and 0.125 in thick
• Dish shall have an embedded o-ring to seal it.
• Impact brittleness temperature of-185 F in accordance with ASTM 746
• Softening temperature shall exceed 250 F and meet all requirements of ASTM
1525
• Lift strap shall be woven nylon material securely adhered to the inflow dish body
interior with a corrosion resistant fastener assembly
8.3 Installation
8.3.1 Remove manhole cover
8.3.2 Contractor shall wipe all manhole ring flange area to remove soil and moisture
from the interior of ring.
8.3.3 Measure manhole interior to find smallest diameter(see Figure 8.2)
8.3.4 Measure manhole interior to find smallest diameter(see Figure 8.2)
8.3.5 Install appropriate rain dish.
81
Figure 8.1 Inflow Defender Manhole Rain Dish
--------
Ran Fkaje Area
I
Figure 8.2
Section 9—Low Flow Investigation
9.1 The Contractor shall furnish all items (labor, equipment, materials and
supervision) necessary to open and inspect all manholes for flow during low flow areas.
Contractor will coordinate efforts with Engineer and utility staff.
9.2 Engineer, utility staff and Contractor will plan the investigation effort to
determine priority manhole to start with and sequencing. This will be done before the
Low flow investigation is to commence.
9.3 Inspection of the manholes shall include, but not be limited to:
• Opening of the manholes
• Inspecting them for flow
• Determining if flow is significant. If investigation of basin will end and new
basin will be started. If flow exists, Contractor staff will open consecutive
manholes upstream to determine where flow is derived from.
9.4 Low Flow investigation will be conducted between Midnight and 4 am on nights
determined in 9.2.
82
9.5 Once the contractor has inspected the manhole, Contractor's personnel shall
complete make appropriate notation on pipe where flow is noted. This information will
be used by the engineer for creating the televising and lining contract.
9.6 Contractor will insure that the manhole cover is reinstalled so as to insure no
damage will occur to traffic as a result of traffic running over manhole (Le. manhole
flipping)
9.7 Contractor shall provide a compressive report to the owner which will include the
physical address, GPS coordinates and a detailed map of where points of excess flows
were detected
Section 10—Inspection Report
10.1 The Contractor shall furnish all items (labor, equipment, materials and
supervision)necessary to complete inspection reports.
10.2 Inspection report will provide utility will all information found throughout the
project. Report will be provided to Utility and Engineer on CD ROM and hard copy.
10.3 The following will be provided as part of the inspection report:
• Spreadsheet with the location, frame, cover chimney, barrel, invert, piping and
depth information as described below.
• Photographs of all manholes with the ability to zoom for closer inspection and
detail
• Maps of system
10.3.1 Location— shall include aerial view of project area, map of location of manholes,
GPS coordinates of manholes and street address closest to manhole
10.3.2 Frame—type, size and condition of frame and cover
10.3.3 Chimney—type condition and existence of liner in chimney
10.3.4 Barrel and invert—type, condition and repairs made in manhole
10.3.5 Pipes—type, size,number or pipes in manhole
10.3.6 Depth and conditions of manhole, noting any invasion of roots or corrosion in
manhole structure.
10.4 The following will also be provided as part of the inspection report:
• Spreadsheet with the location of all smoke test and low flow problems identified.
• Photographs of all smoke test problems with the ability to zoom for closer
inspection and detail
• Maps of system and smoke test problem areas
• Location should include aerial view of problem area, map of location, GPS
coordinates, street address
Phase 11 Program involves televising and lining
83
NMICt OF
CITY-OF OANM' _ DA
NOTICE 164
2009 at 7.00 p.m„ fhereaf
ter as the matter ' OW IV.the
sbfl Dania
hear[ In to
RECEIVED SUN— SENTINEL at ngwsrtha
PUBLISHED DAILY Florida,. r tht law t r,
JUL 2 0 2009 FORT LAUDERDALE,BROWARD COUNTY,FLORIDA plan.Sewer
FR1,
BOCA RATON,PALM BEACH COUNTY,FLORIDA tEots rrt O n.dealsp�stl `ems
MIAMI,MIAMI-DADE COUNTY,FLORIDA forte r,vIrq RnG1ct oktdax,.
BY:
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STATE OF FLORIDA 4t the
COUNTY OF BROWARD/PALM BEACH/MIAMI-DADE i .
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BEFORE THE UNDERSIGNED AUTHORITY, PERSONALLY APPEARED
LINDA HALL,WHO,ON OATH, SAYS THAT SHE IS A DULY Dania Beach 9oviev ea,oant�a
AUTHORIZED REPRESENTATIVE OF THE CLASSIFIED DEPARTMENT Florida,. during .normal,�tut4i�ss
OF THE SUN-SENTINEL, DAILY NEWSPAPER PUBLISHED IN hqurs.
BROWARD/PALM BEACH/MIAMI-DADE COUNTY,FLORIDA,THAT In OCCertlanCe with the AmarTean-
wlth ol6a I Ues Aot,,. kn%neetl-
THE ATTACHED COPY OF ADVERTISEMENT, BEING A: ins as3da, the
itNOTICE OF PUBLIC HEARING s s �a 10the
city of "aa7p°rt�-Flohold
THE MATTER OF: LONNgyyisq stitson (YdC
am%t7 ladf
CITY OF DANIA BEACH HEARING
IN THE CIRCUIT COURT,WAS PUBLISHED IN SAID NEWSPAPER IN THE ISSUES OF:
JULY 17, 2009 13767341
AFFIANT FURTHER SAYS THAT THE SAID SUN-SENTINEL IS A NEWSPAPER
PUBLISHED IN SAID BROWARD/PALM BEACH/MIAMI-DADE COUNTY, FLORIDA,
AND THAT THE SAID NEWSPAPER HAS HERETOFORE BEEN CONTINUOUSLY
PUBLISHED IN SAID BROWARD/PALM BEACH/MIAMI-DADE COUNTY, FLORIDA,
EACH DAY, AND HAS BEEN ENTERED AS SECOND CLASS MATTER AT THE POST
OFFICE IN FORT LAUDERDALE, IN SAID BROWARD COUNTY. FLORIDA, FOR A
PERIOD OF ONE YEAR NEXT PRECEDING THE FIRST PUBLICATION OF ATTACHED
COPY OF ADVERTISEMENT: AND AFFIANT FURTHER SAYS THAT SHE HAS NEITHER
PAID,NOR PROMISED,ANY PERSON, FIRM.OR CORPORATION,ANY DISCOUNT,
REBATE,COMMISSION,OR REFUND, FOR THE PURPOSE OF SECURING THIS
ADVERTISEMENT FOR PUBLICATION IN SAID NEWSPAPER.
(SIGNATURE OF LINDA HALL,AFFIANT)
SWORN TO AND SUBSCRIBED BEFORE ME
ON 17 JULY 2009,A.D. A
I .t RE OF NOTARY PUBLIC)
J1.11_,EANN C.ROSSI
Nolary Pnolic-State of Florida ,
-•. = Ntv".Omm Expires Apr 18,2013 r
Commission aI DD S55420
Bonded Through National Notary Assn
(NAME OF NOTARY,TYPED, PRINTED,OR STAMPED)
PERSONALLY KNOWN( X )OR PRODUCED IDENTIFICATION ( )