United States
Environmental Protection
Agency
Office of Water (4601M)
Office of Ground Water and Drinking Water
Distribution System Issue Paper
Finished Water Storage Facilities
August 15, 2002

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PREPARED FOR:
U.S. Environmental Protection Agency
Office of Ground Water and Drinking Water
Standards and Risk Management Division
1200 Pennsylvania Ave., NW
Washington DC 20004
Prepared by:
AWWA
With assistance from
Economic and Engineering Services, Inc
Background and Disclaimer
The USEPA is revising the Total Coliform Rule (TCR) and is considering new possible
distribution system requirements as part of these revisions. As part of this process, the
USEPA is publishing a series of issue papers to present available information on topics
relevant to possible TCR revisions. This paper was developed as part of that effort.
The objectives of the issue papers are to review the available data, information and
research regarding the potential public health risks associated with the distribution
system issues, and where relevant identify areas in which additional research may be
warranted. The issue papers will serve as background material for EPA, expert and
stakeholder discussions. The papers only present available information and do not
represent Agency policy. Some of the papers were prepared by parties outside of EPA;
EPA does not endorse those papers, but is providing them for information and review.
Additional Information
The paper is available at the TCR web site at:
http://www.epa.gov/safewater/disinfection/tcr/requlation revisions.html
Questions or comments regarding this paper may be directed to TCR@epa.gov.

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Finished Water Storage Facilities
1.0 Introduction
The goal of this document is to review existing literature, research and information on the
potential public health implications associated with covered storage reservoirs.
Finished water storage facilities are an important component of the protective distribution system
"barrier" that prevents contamination of water as it travels to the customer. Historically, finished
water storage facilities have been designed to equalize water demands, reduce pressure
fluctuations in the distribution system; and provide reserves for fire fighting, power outages and
other emergencies. Many storage facilities have been operated to provide adequate pressure and
have been kept full to be better prepared for emergency conditions. This emphasis on hydraulic
considerations in past designs has resulted in many storage facilities operating today with larger
water storage capacity than is needed for non-emergency usage. Additionally, some storage
facilities have been designed such that the high water level is below the hydraulic grade line of
the system, making it very difficult to turnover the tank. If the hydraulic grade line of the system
drops significantly, very old water may enter the system. If tanks are kept full yet are
underutilized, the stored water ages and water quality is affected.
The main categories of finished water storage facilities include ground storage and elevated
storage. Finished water storage does not include facilities such as clearwells that are part of
treatment or contact time requirements per the Surface Water Treatment Rules. Ground storage
tanks or reservoirs can be below ground, partially below ground, or constructed above ground
level in the distribution system and may be accompanied by pump stations if not built at
elevations providing the required system pressure by gravity. Ground storage reservoirs can be
either covered or uncovered. Covered reservoirs may have concrete, structural metal, or flexible
covers. The most common types of elevated storage are elevated steel tanks and standpipes. In
recent years, elevated tanks supported by a single pedestal have been constructed where aesthetic
considerations are an important part of the design process. A standpipe is a tall cylindrical tank
normally constructed of steel, although concrete may be used as well. The standpipe functions
somewhat as a combination of ground and elevated storage. Only the portion of the storage
volume of a standpipe that provides water at or above the required system pressure is considered
useful storage for pressure equalization purposes. The lower portion of the storage acts to
support the useful storage and to provide a source of emergency water supply. Many standpipes
were built with a common inlet and outlet.
2.0 Description of Potential Water Quality Problems	
Water quality problems in storage facilities can be classified as microbiological, chemical or
physical. Excessive water age in many storage facilities is probably the most important factor
related to water quality deterioration. Long detention times, resulting in excessive water age, can
be conducive to microbial growth and chemical changes. The excess water age is caused by 1)
under utilization (i.e., water is not cycled through the facility), and 2) short circuiting within the
reservoir. Poor mixing (including stratification) can exacerbate the water quality problems by
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creating zones within the storage facility where water age significantly exceeds the average
water age throughout the facility. Distribution systems that contain storage facilities where water
cascades from one facility to another (such as pumping up through a series of pressure zones)
can result in exceedingly long water age in the most distant tanks and reservoirs. Although the
storage facility is normally an enclosed structure, numerous access points can become entry
points for debris and contaminants. These pathways may include roof top access hatches and
appurtenances, sidewall joints, vent and overflow piping.
Table 1 provides a summary of water quality problems associated with finished water storage
facilities.
Table 1
Summary of Water Quality Problems Associated with Finished Water Storage Facilities
Chemical Issues
Biological Issues
Physical Issues
Disinfectant Decay
Microbial Regrowth*
Corrosion
Chemical Contaminants*
Nitrification*
Temperature/Stratification
DBP Formation*
Pathogen Contamination*
Sediment*
Taste and Odors
Tastes and Odors




*Water quality problem with direct potential health impact.
All issues listed in Table 1 can deteriorate water quality, but only those with direct potential
health impacts (identified by an asterisk) are discussed in the following sections or in other
White Papers.
2.1 Potential Health Impacts
Various potential health impacts have been associated with the chemical and biological issues
identified in Table 1. The Chemical Health Effects Tables (U.S. Environmental Protection
Agency, 2002a) provides a summary of potential adverse health effects from high/long-term
exposure to hazardous chemicals in drinking water. The Microbial Health Effects Tables (U.S.
Environmental Protection Agency, 2002b) provides a summary of potential health effects from
exposure to waterborne pathogens.
2.1.1	Sediment
Sediment accumulation occurs within storage facilities due to quiescent conditions which
promote particle settling. Potential water quality problems associated with sediment
accumulation include increased disinfectant demand, microbial growth, disinfection by-product
formation, and increased turbidity within the bulk water. Instances of microbial contamination
and disinfection by-product formation due to storage facility sediments are described in the
Pathogen Contamination and Microbial Growth section and the Disinfection By-Product
formation section, respectively.
2.1.2	Pathogen Contamination and Microbial Growth
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Microbial contamination from birds or insects is a major water quality problem in storage tanks.
One tank inspection firm that inspects 60 to 75 tanks each year in Missouri and southern Illinois
reports that 20 to 25 percent of tanks inspected have serious sanitary defects, and eighty to ninety
percent of these tanks have various minor flaws that could lead to sanitary problems (Zelch
2002). Most of these sanitary defects stem from design problems with roof hatch systems and
vents that do not provide a watertight seal. Older cathodic protection systems of the hanging
type also did not provide a tight seal. When standing inside the tank, daylight can be seen
around these fixtures. The gaps allow spiders, bird droppings and other contaminants to enter
the tank. Zelch (2002) reports a trend of positive total coliform bacteria occurrences in the fall
due to water turnover in tanks. Colder water enters a tank containing warm water, causing the
water in the tank to turn over. The warm water that has aged in the tank all summer is
discharged to the system and is often suspected as the cause of total coliform occurrences.
Storage facilities have been implicated in several waterborne disease outbreaks in the United
States and Europe. In December 1993, a Salmonella typhimurium outbreak in Gideon, Missouri
resulted from bird contamination in a covered municipal water storage tank (Clark et al. 1996).
Pigeon dropping on the tank roof were carried into the tank by wind and rain through a gap in the
roof hatch frame (Zelch 2002). Poor distribution system flushing practices led to the complete
draining of the tank's contaminated water into the distribution system. As of January 8, 1994, 31
cases of laboratory confirmed salmonellosis had been identified. Seven nursing home residents
exhibiting diarrheal illness died, four of whom were confirmed by culture. It was estimated that
almost 600 people or 44% of the city's residents were affected by diarrhea in this time period.
A 1993 outbreak of Campylobacter jejuni was traced to untreated well water that was likely
contaminated in a storage facility that had been cleaned the previous month (Kramer et al. 1996).
Fecal coliform bacteria were also detected in the stored water.
In 2000, a City in Massachusetts detected total coliform bacteria in several samples at one of
their six finished water storage facilities (Correia, 2002). The tank inspector discovered an open
access hatch and other signs of vandalism. This tank was drained and cleaned to remove several
inches of accumulated sediment. Three other finished water storage facilities were cleaned in
2001 without being drained and removed from service. The tank closest to the filtration plant
was found to contain two to three inches of accumulated sediment and the tanks in outlying areas
contained four to six inches of sediment. Shortly after the tanks were returned to service, the
City experienced widespread total coliform occurrences in the distribution system (Correia,
2002). The City's immediate response was to boost the free chlorine residual in the distribution
system to 4.0 mg/L (including at tank outlets). Also, the distribution system was flushed
continuously for two days to remove the contaminated water. These measures resolved the
coliform bacteria problem. A boil water order was not required. To prevent the problem from
recurring, the City has instituted a tank cleaning program in which all tanks are cleaned on a
three year cycle. City engineers are planning to improve water turnover rates by separating the
tank inlet and outlet piping.
In 1995, a water district in Maine traced a total coliform bacteria occurrence in the distribution
system to two old steel tanks with wooden roofs (Hunt 2002). Upon inspection, many roof
shingles were missing and large gaps were present in the tank roofs. After the tanks were
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drained, an interior inspection found two feet of accumulated sediment, widespread coating
failure on the tank sidewalls, and evidence of human entry. The tanks were cleaned and the
distribution system was flushed and disinfected. A boil water order was in place until system
water quality was restored. The tanks have since been replaced with a modern preload concrete
tank.
Uncovered storage reservoirs provide the greatest opportunity for contaminant entry into the
distribution system. These reservoirs are potentially subject to contamination from bird and
other animal excrement that can potentially transmit disease-causing organisms to the finished
water. Microorganisms can also be introduced into open reservoirs from windblown dust, debris
and algae. Algae proliferate in open reservoirs with adequate sunlight and nutrients and impart
color, taste and odor to the water on a seasonal basis. Organic matter such as leaves and pollen
are also a concern in open reservoirs. Waterfowl are known carriers of many different
waterborne pathogens and have the ability to disseminate these pathogens over a wide area. For
example, Vibrio cholerae has been isolated from feces of 20 species of aquatic birds in Colorado
and Utah (Ogg, Ryder and Smith 1989). Waterfowl are known carriers of S. Montevideo B,
Vibrio cholerae, and Hepatitis A virus (Brock 1979) and E. coli, Norwalk virus, Coronavirus,
Coxsackieviruses, Rotavirus, Astrovirus, and Cryptosporidium (WRc and Public Health
Laboratory Service 1997).
Reservoirs with floating covers are susceptible to bacterial contamination and regrowth from
untreated water that collects on the cover surface. Birds and animals are attracted to the water
surface and may become trapped. Surface water collected on the floating cover of one storage
reservoir contained fecal coliform bacteria counts as high as 13,000 per 100 mL and total
coliform bacteria counts as high as 33,000 per 100 mL (Kirmeyer et al. 1999). If the cover rips
or is otherwise damaged, any untreated water on the cover would mix with the stored water,
potentially causing health problems. Floating covers on storage reservoirs are susceptible to rips
and tears due to ice damage, vandalism, and/or changing operating water levels.
Based on surveys of professional tank inspection firms, State primacy agencies and utilities,
Kirmeyer et al. (1999) concluded that many storage facilities are not being inspected at all. For
facilities that are inspected, it is likely that prior to implementation of the Interim Enhanced
Surface Water Treatment Rule (IESWTR) they were inspected less frequently than the three-year
frequency recommended by AWWA (AWWA Manual M42, 1998). The survey of tank
inspection firms indicated that the most frequently documented interval between inspections at
that time was six to eight years. Information on inspection practices subsequent to
implementation of the IESWTR, which included a prohibition on new uncovered finished water
reservoirs, re-focused utility and state regulators on the issues surrounding uncovered reservoirs
and floating covers.
The most common problems reported by commercial inspectors in survey responses are: no bug
screens on vents and overflows, cathodic protection systems not operating or not adjusted
properly, unlocked access hatches, presence of lead paint (interior and exterior), and the presence
of paints not approved by NSF International (Kirmeyer et al. 1999). The most common coating
problems reported by commercial tank inspectors that relate to water quality (Kirmeyer et al.
1999) are: chemical leaching from incompletely cured coating; corrosion product buildup from
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excessive interior corrosion; turbidity events during tank filling due to excessive bottom
sediment; unknown chemical leaching due to non NSF-61 Coatings; and lead leaching from lead
based interior coatings.
The Total Coliform Rule (TCR) was promulgated specifically to identify public water systems
that are contaminated or vulnerable to contamination. The total coliform group of organisms is
used to indicate the possible presence or absence of pathogens and thus, provides a general
indication of whether the water is contaminated. The presence of fecal coliforms or E. coli
provides stronger evidence of fecal contamination than does a positive total coliform test and the
likely presence of pathogens (Levy et al. 1999). The Total Coliform Rule does not specifically
require monitoring at storage reservoirs, however, state primacy agencies have oversight of
utility monitoring plans and may require selection of sample sites, such as reservoirs, when
appropriate in TCR Monitoring Plans.
The Surface Water Treatment Rule establishes maximum contaminant level goals (MCLGs) for
viruses, Legionella, HPC, and Giardia lamblia. It also includes treatment technique
requirements for filtered and unfiltered systems that are specifically designed to protect against
the adverse health effects of exposure to these microbial pathogens. The Surface Water
Treatment Rule requires that a "detectable" disinfectant residual (or heterotrophic plate count
(HPC) measurements not exceeding 500/mL) be maintained in at least 95% of samples collected
throughout the distribution system on a monthly basis. A system that fails to comply with this
requirement for any two consecutive months is in violation of the treatment technique
requirement. Public water systems must monitor for the presence of a disinfectant residual (or
HPC levels) at the same frequency and locations as total coliform measurements taken pursuant
to the total coliform regulation described above.
The loss of disinfectant residual within a storage facility does not necessarily pose a direct public
health threat (many systems throughout the world are operated without use of a disinfectant
residual). However, disinfectant decay can contribute to microbiological problems such as
growth of organisms within the bulk water or sediment. The rate of decay can be affected by
external contamination, temperature, nitrification, exposure to ultraviolet light (sun), and amount
and type of chlorine demanding compounds present such as organics and inorganics. Chlorine
decay in storage facilities can normally be attributed to bulk water decay rather than wall effects
due to the large volume-to-surface area ratio.
A long detention time can allow the disinfectant residual to be completely depleted thereby not
protecting the finished water from additional microbial contaminants that may be present in the
distribution system downstream of the storage facility. This problem is illustrated in a recent
investigation of storage tanks in a large North American water utility's distribution system
(Gauthier et al. 2000). An estimation of stored water turnover rate using routine water quality
data and hydraulic modeling results found that one tank had a turnover rate of 5.6 to 7.6 days
which was probably responsible for the periodic loss of disinfectant residual in the surrounding
distribution system and several occurrences of total coliform bacteria. The high residence time
was caused by the hydraulic arrangement of the tank and pumping system where most water was
pumped directly to consumers and the remaining water was fed to the tank. Water leaving the
tank typically had a chlorine residual of 0.05 mg/L.
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A detailed discussion of potential health issues associated with microbial growth and biofilms is
provided in a separate White Paper.
2.1.3	Nitrification
Nitrification is a potential health concern in finished water storage facilities due to the formation
of nitrite and nitrate. Nitrification may occur within storage facilities due to long hydraulic
residence times. Under the Safe Drinking Water Act (SDWA), primary MCLs have been
established for nitrite-N, nitrate-N, and the sum of nitrite-N plus nitrate-N. The MCLs are 1
mg/L for nitrite-N, 10 mg/L for nitrate-N, and 10 mg/L for nitrite + nitrate (as N). The nitrite
and nitrate MCLs are applicable at the point-of-entry to the distribution system, not within the
distribution system where nitrification is most likely to occur. Review of nitrification episodes
and information gathered from the literature indicates that an MCL exceedence within the
distribution system due to nitrification is unlikely, unless source water nitrate-N or nitrite-N
levels are close to their applicable MCLs. Potential public health issues associated with
nitrification are discussed in the Nitrification White Paper.
2.1.4	Chemical Contaminants
Coating materials are used to prevent corrosion of steel storage tanks and to prevent moisture
migration in concrete tanks. Through the 1970's, coatings used in finished water storage
facilities were primarily selected because of their corrosion resistance and ease of application.
This led to the use of industrial products like coal tars, greases, waxes and lead paints as interior
tank coatings. These products offered exceptional corrosion performance but unknowingly
contributed significant toxic chemicals to the drinking water. Grease coatings can differ greatly
in their composition from vegetable to petroleum based substances and can provide a good food
source for bacteria, resulting in reduced chlorine residuals and objectionable tastes and odors in
the finished water (Kirmeyer et al. 1999).
An old grease coating on a storage tank interior in the state of Florida was suspected of causing
water quality problems in the distribution system such as taste and odor, high chlorine
requirements and a black slime at the customers tap. The Wisconsin Avenue 500,000 gallon
elevated tank was originally coated with a petroleum grease coating when it was built in 1925.
In 1988, the storage facility was cleaned and the grease coating was reapplied. In 1993, a tank
inspection revealed that the grease had sagged off the tank walls and deposited a thick
accumulation of black loose ooze in the bottom bowl of the tank (6-8 inches deep). A thin film
of grease continued to coat the upper shell surfaces. Although this material had performed well
as a corrosion inhibitor, it was introducing debris into the distribution system as well as creating
a possible food source and environment for bacteria. The City decided to completely remove the
grease and reapply a polyamide epoxy system. This work was completed in 1996 (Kirmeyer et
al. 1999). Since the tank was returned to service, water quality has markedly improved. The
required chlorine dosage rate has decreased from 4.0-5.0 mg/L to 3.5 mg/L. The chlorine
residual at the tank outlet has improved from <1.0 mg/L to 1.4 mg/L. No more "black slime"
complaints have been received.
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The East Bay Municipal Utility District used hot-mopped coal tar as the standard interior coating
system for tanks through the 1960's then discontinued its use due to concerns over VOCs (Irias,
2000). When manufacturer's directions and AWWA standards are not followed correctly, these
coatings can leach organics into the finished water. Volatile organic compounds could be
introduced to the stored water if sufficient curing time is not allowed after coating application
(Kirmeyer et al. 1999). Burlingame and Anselme (1995) cite examples of odiferous organic
solvents leaching from reservoir linings. Elevated levels of alkyl benzenes and polycyclic
aromatic hydrocarbons (PAHs) have been reported in reservoirs with new bituminous coatings
and linings (Yoo et al, 1984; Krasner and Means, 1985; Alben, 1980).
Alben et al (1989) studied leaching of organic contaminants from flat steel panels lined with
various coatings, including vinyl, chlorinated rubber, epoxy, asphalt, and coal tar. Emphasis was
given to the rate of leachate production and leachate composition. The test water was GAC
processed tap water with a pH of 8 to 9. Leaching rates (mg/m -day or ug/L-day) were assessed
over a period of 30 days. Organic contaminants were found at parts-per-billion levels in water
compared to parts-per-thousand levels in the coating. Detailed findings of the leaching study are
provided in the Permeation and Leaching White Paper.
Solvents, adhesives and other materials used to repair floating covers could potentially
contaminate the drinking water as storage reservoirs are not always drained to accomplish the
repair. For example, Philadelphia formerly used trichloroethylene as a solvent to clean areas to
be repaired on a Hypalon cover prior to making repairs (Kirmeyer et al. 1999). In 1984,
Philadelphia repaired one basin's Hypalon cover 200 times. This Hypalon cover has since been
replaced with a more durable, polypropylene cover.
Improper installation procedures may result in worker and public exposure to chemicals. For
example, odor complaints at a Duval County, Florida utility led to a discovery of ethyl benzene
contamination of the distribution system water (Carter, Cohen, and Hilliard, 2001). The source
of ethyl benzene was determined to be a polyamide solvent applied to a ground storage water
tank prior to painting. It is likely that solvent vapors carried over to an adjacent on-line aeration
tower and became dissolved in the water. Flushing was conducted immediately as a response to
this incident, and no samples were analyzed prior to flushing. After flushing, a distribution
system water sample contained 0.004 mg/L ethyl benzene. The MCL for ethyl benzene is 0.7
mg/L and the secondary standard MCL threshold for odor is 0.03 mg/L.
When volatile compounds have entered a water distribution system through source
contamination or contamination within the distribution system, storage facilities with a free
water surface and reservoir vents can serve as a pathway for volatilization to the atmosphere.
Walski (1999) describes an analysis method for estimating the loss of volatiles at a storage
facility.
The National Sanitation Foundation (NSF) International and Underwriters Laboratory (UL)
certify coatings and other products against ANSI/NSF Standard 61 (NSF 1996b), a nationally
accepted standard addressing the health effects of water contact materials. Details on the NSF
certification procedure are provided in the Permeation and Leaching White Paper.
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The following AWWA standards were developed to ensure that approved coatings function as
intended:
•	D102 Coating Steel Water Storage Tanks
•	D104 Cathodic Protection for Interior of Steel Water Tanks
•	D110 Wire- and Strand-Wound Circular Prestressed-Concrete Water Tanks
•	D130 Flexible Membrane Lining and Floating Cover Materials for Potable Water
Storage
Twenty-one volatile organic compounds (VOCs) and 33 synthetic organic compounds (SOCs)
are currently regulated under the Safe Drinking Water Act Phase I, II, and V Rules based on
health effects that may result from long-term exposures. Compliance is determined based on
annual average exposure measured at the point of entry to the distribution system.
2.1.5 Disinfection By-Products
Storage facilities provide opportunities for increased hydraulic residence times, allowing more
time for disinfection by-products (DBPs) to form. Rechlorination within storage facilities
exposes the water to higher chlorine dosages, potentially increasing disinfection by-product
formation. Higher water temperatures in steel tanks during summer seasons can increase
disinfection by-products as the chemical reactions proceed faster and go further at higher
temperatures. Storage facilities with new interior concrete surfaces often have elevated pH
levels that can also increase trihalomethane formation.
The USEPA has identified the following potential adverse health effects associated with HAA5
and TTHMs:
"Some people who drink water containing haloacetic acids in excess of the MCL
over many years may have an increased risk of getting cancer. Some people who
drink water containing trihalomethanes in excess of the MCL over many years may
experience problems with their liver, kidneys, or central nervous system, and may
have an increased risk of getting cancer."
The forthcoming Stage 2 Disinfectants and Disinfection By-Products Rule is expected to include
a new monitoring and reporting approach. Compliance with TTHMs and HAA5 standards will
be based on a locational running annual average using monitoring data gathered at new
monitoring locations selected to capture representative high levels of occurrence. MCL
violations could potentially occur at single locations such as a finished water storage facility due
to site-specific situations, including excessive water age or chlorine addition at the storage
facility.
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3.0 Prevention/Mitigation Methods
3.1	Indicators of Water Quality Problems within Storage Facilities
There are several indicators that may suggest water quality problems are occurring within
storage facilities. These include aesthetic considerations that may be identified by consumers, as
well as the results of storage facility monitoring efforts. It should be noted that indicators can be
triggered by factors other than water age, such as insufficient source water treatment, pipe
materials, and condition/age of distribution system and storage facility.
Aesthetic Indicators
The following indicators may be identified during water consumption:
•	Poor taste and odor - Aged, stale water provides an environment conducive to the
growth and formation of taste and odor causing microorganisms and substances.
Improperly cured coatings can impart taste and odor to the stored water.
•	Sediment accumulation - Improperly applied coatings can slough off reservoirs and
accumulate at the bottom. Sediment carried into the storage facility from the bulk
water can accumulate within the reservoir if reservoir maintenance and cleaning are
not routinely performed.
•	Water temperature - Stagnant water will approach the ambient temperature.
Temperature stratification within reservoirs will impede mixing. Turnover due to
stratification can entrain accumulated sediment.
Monitoring Indicators
The following indicators require sample collection and analysis:
•	Depressed disinfectant residual - Chlorine and chloramines undergo decay over
time.
•	Elevated DBP levels - The reaction between disinfectants and organic precursors
occur over long periods.
•	Elevated bacterial counts (i.e., heterotrophic plate count).
•	Elevated nitrite/nitrate levels (nitrification) for chloraminating systems.
3.2	Water Quality Monitoring and Modeling
Water quality monitoring and modeling are useful tools to assess the impact storage may be
having on water quality in a distribution system. Studies can be conducted to define current or
potential water quality problems in storage facilities. Water quality monitoring at storage
facilities is not required by any specific federal regulations.
Monitoring within a storage facility can supplement tank inlet or outlet monitoring where short-
circuiting or lack of use may cause water quality to vary widely within the tank. When detailed
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investigation of a storage facility's impact is warranted, the ideal sampling program would
capture water quality conditions throughout the storage facility, both vertically and spatially.
Kirmeyer et al. (1999) recommended the following monitoring parameters: free and total
chlorine residual, temperature, HPC, total and fecal coliform bacteria, pH, turbidity, and total
dissolved solids. Monitoring in storage facilities can often be a difficult task and can present a
safety issue because sampling taps or access ports are often not installed during the initial
construction and utility workers must generally climb the tank and collect grab samples through
the roof access hatchways.
Direct monitoring may not detect all potential water quality problems. For example, tank
effluent sampling can result in zero bacteria counts, but microorganisms can still be present as
biofilms on tank surfaces, in tank sediment or in the water (Smith and Burlingame 1994).
According to Grayman and Kirmeyer (2002), modeling can provide information on what will
happen in an existing, modified, or proposed facility under a range of operating situations. There
are two primary types of models: physical scale models and mathematical models. Physical
scale models are constructed from materials such as wood or plastic. Dyes or chemicals are used
to trace the movement of water through the model. In mathematical models, equations are
written to simulate the behavior of water in a tank or reservoir. These models range from
detailed representations of the hydraulic mixing phenomena in the facility called computational
fluid dynamics (CFD) models to simplified conceptual representations of the mixing behavior
called systems models. Information collected during monitoring studies can be used to calibrate
and confirm both types of models.
3.3 Tank Inspections
Like water quality monitoring, tank inspections provide information used to identify and
evaluate current and potential water quality problems. Both interior and exterior inspections are
employed to assure the tank's physical integrity, security, and high water quality. Inspection
type and frequency are driven by many factors specific to each storage facility, including its type
(i.e. standpipe, ground tank, etc), vandalism potential, age, condition, cleaning program or
maintenance history, water quality history, funding, staffing, and other utility criteria. AWWA
Manual M42, Steel Water Storage Tanks (1998) provides information regarding inspection
during tank construction and periodic operator inspection of existing steel tanks. Specific
guidance on the inspection of concrete tanks was not found in the literature. However, the
former AWWA Standard D101 document may be used as a guide to inspect all appurtenances on
concrete tanks. Concrete condition assessments should be performed with guidance from the
tank manufacturer. Soft, low alkalinity, low pH waters may dissolve the cementitious materials
in a concrete reservoir causing a rough surface and exposing the sand and gravel. The concern is
that in extreme cases, the integrity of reinforcing bars may be compromised. Sand may collect
on the bottom of the storage facility during this process.
Routine inspections typically monitor the exterior of the storage facility and grounds for
evidence of intrusion, vandalism, coating failures, security, and operational readiness. Based on
a literature review and project survey, Kirmeyer et al. (1999) suggested that routine inspections
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be conducted on a daily to weekly basis. Where SCADA systems include electronic surveillance
systems, alarm conditions may substitute for physical inspection.
Periodic inspections are designed to review areas of the storage facility not normally accessible
from the ground and hence not evaluated by the routine inspections. These inspections usually
require climbing the tank. Periodic inspections, like routine inspections, are principally a visual
inspection of tank integrity and operational readiness. Based on a literature review and project
survey, Kirmeyer et al. (1999) suggested that periodic inspections be conducted every 1 to 4
months.
Comprehensive inspections are performed to evaluate the current condition of storage facility
components. These inspections often require the facility to be removed from service and drained
unless robotic devices or divers are used. The need for comprehensive inspections is generally
recognized by the water industry. AWWA Manual M42 (1998) recommends that tanks be
drained and inspected at least once every 3 years or as required by state regulatory agencies.
Most states do not recommend inspection frequencies thereby leaving it to the discretion of the
utility. States that do have recommendations are Alabama (5 years), Arkansas (2 years),
Missouri (5 years), New Hampshire (5 years), Ohio (5 years), Rhode Island (external once per
year; internal, every five years), Texas (annually), and Wisconsin (5 years). Kirmeyer et al.
(1999) recommend that comprehensive inspections be conducted every 3 to 5 years for structural
condition and possibly more often for water quality purposes.
Uncovered finished water reservoirs have unique problems. Consequently, water utilities have
ceased constructing such facilities. As noted previously, the IESWTR prohibits construction of
new uncovered finished water reservoirs in the U.S. Under the LT2ESWTR, existing uncovered
finished water reservoirs will be managed in accordance with a state approved plan, if the facility
is not covered subsequent to the rule's implementation. Flexible membrane covers are one
means of enclosing uncovered reservoirs and these types of facilities also require specific
routine, periodic, and comprehensive inspections to ensure the cover's integrity.
3.4 Maintenance Activities
Storage facility maintenance activities include cleaning, painting, and repair to structures to
maintain serviceability. Based on a utility survey conducted by Kirmeyer et al. (1999), it appears
that most utilities that have regular tank cleaning programs employ a cleaning interval of 2 to 5
years. This survey also showed that most tanks are painted (exterior coating) on an interval of 10
to 15 years.
The following existing standards are relevant to disinfection procedures and approval of
coatings:
•	ANSI/NSF Standard 61, and
•	Ten States Standards (Great Lakes... 1997)
•	AWWA Manuals
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¦	AWWA M25 - Flexible-Membrane Covers and Linings for Potable-Water
Reservoirs (1996)
¦	AWWA M42 - Steel Water-Storage Tanks (1998)
• AWWA Standards
¦	AWWA Standard C652-92 Disinfection of Storage Facilities (AWWA 1992)
provides guidance for disinfection when returning a storage facility to service.
¦	AWWA Standard D102 recognizes general types of interior coating systems
including:
>	Epoxy,
>	Vinyl,
>	Enamel, and
>	Coal-Tar
Each of the coating systems listed under AWWA Standard D102 has provided satisfactory
service when correctly applied (AWWA 1998). Other coating systems have been successfully
used including chlorinated rubber, plural-component urethanes, and metalizing with anodic
material (AWWA 1998). Epoxy and solvent-less polyurethanes interior coating systems are
most likely to meet strict environmental guidelines and AWWA and NSF Standards (Jacobs
2000). Spray metalizing using zinc, aluminum or a combination of both is also a promising
alternative. Coal tar coating systems are not common in eastern U.S. as the coatings installed in
the 1950s and 1960s have mostly been replaced or the tanks themselves have been removed from
service. Coal tar is still in use in California where it is often applied over an epoxy system on
tank floors (Lund, 2002).
ANSI/NSF 61 (National Sanitation Foundation 1996) is a nationally accepted standard that
protects stored water from contamination via products which come into contact with water.
Products covered by NSF 61 include pipes and piping appurtenances, nonmetallic potable water
materials, coatings, joining and sealing materials (i.e. gaskets, adhesives, lubricants), mechanical
devices (i.e. water meters, valves, filters), and mechanical plumbing devices. NSF 61 was
reviewed and certified by the American National Institute of Standards (ANSI) which permitted
the use of the standard by other independent testing agencies such as Underwriters Laboratories.
With the development of this ANSI/NSF-61 Standard, the approval and reporting for tank
coatings process is now standardized. State agencies that previously had independent coating
approval programs discontinued these programs and adopted the ANSI/NSF 61 Standard.
Details on the ANSI/NSF 61 certification procedure are provided in the Permeation and
Leaching White Paper.
Coating manufacturers provide technical specifications for proper coating application and curing.
Utilities or their consulting engineer provide technical specifications and drawings describing the
specific project. Trained and certified coating inspectors provide quality control during coating
application. The National Association of Corrosion Engineers has a certification program for
coating inspectors.
Kirmeyer et al. (1999) recommended that covered facilities be cleaned every three to five years,
or more often based on inspections and water quality monitoring, and that uncovered storage
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facilities be cleaned once or twice per year. Commercial diving contractors can be used to clean
and inspect storage facilities that cannot be removed from service. AWWA Standard C652-92
provides guidelines for disinfection of all equipment used to clean storage facilities.
Three finished water steel elevated spheroids at the City of Brookfield Water Utility in
Brookfield, Wisconsin were the subject of a field study (Kirmeyer et al. 1999) conducted to
document the underwater cleaning process and its water quality impacts. The time since last
cleaning was 15 years for one tank and 7 years for the other two tanks. The tank with the longest
cleaning interval contained the most accumulated sediment (28 inches maximum depth
compared to 4-12 inches in the other two tanks), and the highest HPC bacteria levels before
cleaning (1300/mL compared to 640 and 80/mL in the other two tanks). As a result of
underwater cleaning, HPC bacteria and turbidity levels were significantly reduced.
Maintenance of the cathodic protection system is a component of controlling corrosion and
degradation of the submerged coated surface of finished water storage facilities. AWWA
Standard D104 (AWWA 1991) provides guidelines on system inspection and maintenance.
3.5 Operations Activities
As noted previously, water age is an important variable in managing water quality in finished
water storage. Operationally, water age in these facilities is managed by routine turn over of the
stored water and fluctuation of the water levels in storage facilities. Kirmeyer et al. (1999)
recommended a 3 to 5 day complete water turnover as a starting point, but cautioned that each
storage facility be evaluated individually and given its own turnover goal. Water storage
management for water quality must take into account influent water quality, environmental
conditions, retention of fire flow, and demand management, as well as factors specific to the
design and operation of the tank such as velocity of influent water, operational level changes,
and tank design. Consequently, water level fluctuations in a distribution system are managed as
an integrated operation within pressure zones, demand service areas, and the system as a whole
rather than on an individual tank basis. Available guidelines for water turnover rates are
summarized in Table 2.
From a field perspective, the Philadelphia Water Department estimated mean residence time and
turnover rate in several standpipes by measuring fluoride residual and water levels. Mean
residence time of water in the standpipes was determined to be 50 percent longer than expected
because "old" water re-entered the standpipes from the distribution system. One major
conclusion from this work was that for water to get out into the distribution system and away
from the standpipes, standpipe drawdown needs to correspond to peak demands or precede peak
demands. (Burlingame, Korntreger and Lahann 1995).
Philadelphia also demonstrated how operational changes can reduce the hydraulic detention time
needed to restore or maintain a disinfectant residual within the storage facility. During normal
operation, the water levels in the storage facilities were allowed to drop an additional ten feet in
elevation, decreasing the mean residence time by two to three days. As a result, disinfectant
residuals were maintained at acceptable levels, even during the summer months (Burlingame and
Brock 1985).
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Table 2
Guidelines on Water Turnover Rate
Source
Guideline
Comments
Georgia Environmental Protection
Division
Daily turnover goal equals 50% of
storage facility volume; minimum
desired turnover equals 30% of
storage facility volume
As part of this project, state
regulators were interviewed by
telephone.
Virginia Department of Health,
Water Supply Engineering
Division, Richmond, VA
Complete turnover recommended
every 72 hours
As part of this project, state
regulators were interviewed by
telephone.
Ohio EPA
Required daily turnover of 20%;
recommended daily turnover of 25%
Code of state regulations; turnover
should occur in one continuous
period rather than periodic water
level drops throughout the day.
Baur and Eisenbart 1988
Maximum 5 to 7 day turnover
German source, guideline for
reservoirs with cement-based
internal surface.
Braid 1994
50% reduction of water depth during
a 24 hour cycle
Scottish source.
Houlmann 1992
Maximum 1 to 3 day turnover
Swiss source.
Source: Kirmeyer et al. (1999)
The Greater Vancouver Water District (GVWD) completed a field study of operational changes
and their effects on stored water quality (Kirmeyer et al. 1999). Historical water quality
monitoring indicated that finished water reservoirs often had chlorine residuals below 0.2 mg/L
and HPC levels above 500 cfu/mL. At the Central Park Reservoir, chlorine residuals were low
or non-detectable, and HPC levels were >10,000 cfu/mL. Operational practices for the Central
Park Reservoir and the Vancouver Heights Reservoirs had resulted in time periods when the
water would remain stagnant, with little or no exchange with water from the supply main (daily
turnover rate between 0 and 10 percent). At the Vancouver Heights Reservoir, the average daily
turnover was increased from 10% to more than 100% changing the reservoir from one that
floated on the system to a flow through operation. Operational changes made at the Central Park
Reservoir improved daily water turnover rate to 50 percent. Monitoring after these operational
changes indicated that chlorine residual levels were above 0.2 mg/L and HPC bacteria counts
were consistently less than 500 cfu per mL.
The Consumers New Jersey Water Company experimented with a new standpipe to improve its
water turnover rate (Kirmeyer et al. 1999). This facility was underutilized and had a turnover
rate greater than 8 days. Control of the booster pumps feeding the service area was changed
from an older elevated tank's operating level to the new standpipe's operating level. Various
operating water level ranges were tested under both summer and winter demand conditions.
During the summer study period, the operational changes did not increase chlorine residuals in
the new standpipe. It appeared that the newer water was being pumped directly to the customers,
and the older water was being returned to the storage facilities. During the winter study period,
chlorine residuals in the new standpipe increased minimally from 0.1 to 0.2 mg/L. The turnover
rate was reduced from 8.3 days to 4.6 days. Equipment problems were encountered as a result of
longer pumping periods. When the standpipe's operating range was changed, the booster pump
feeding it cycled 1.5 times per day for a longer period instead of 6 times per day. The booster
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pump motor became overheated and failed, causing damage to the pump starter and the main
breaker. This field study illustrates that operational changes are not necessarily straightforward,
and that water quality testing is important for evaluating proposed changes. To further improve
mixing effects in new storage facilities, Consumers New Jersey is now using separate inlet and
outlet piping arrangements.
The Eugene Water and Electric Board (EWEB) in Oregon had a difficult time maintaining
chlorine residuals in their upper service levels, primarily due to chlorine decay in the bulk water
over extended time periods. The EWEB operations staff determined that improved chlorine
residuals could possibly be realized by changes in pump control. Historically, the pump station
that fed each upper level reservoir pumped independently of each pump station in the service
levels below it. By synchronizing pump station operations, EWEB found that water could be
moved from the first level service area directly to any of the upper level service areas without
first being discharged to an intermediate service level reservoir. The new pumping scheme
decreased the water's residence time in the intermediate reservoirs and improved chlorine
residuals throughout the upper service level storage and distribution system. Chlorine residual
was not detectable in the upper level reservoirs before the operating change. Afterwards, the
chlorine residual in the upper level reservoirs ranged from 0.1 to 0.4 mg/L.
Mixing processes within a storage facility should be controlled to minimize water age (Grayman
et al. 2000). When mixing does not occur throughout the storage facility, stagnant zones can
form where water age will exceed the overall average water age in the facility. Therefore, mixed
flow is preferable to plug flow in distribution system storage. Mixing can be encouraged through
the development of a turbulent jet. Mixing a fluid requires a source of energy input, and in a
storage facility, this energy is normally introduced from the facility's inflow. As the water enters
the facility, jet flow occurs and the ambient water is entrained into the jet and circulation patterns
are formed, resulting in mixing. In order to have efficient mixing, the jet flow must be turbulent,
and its path must be long enough to allow for the mixing process to develop. In order to assure
turbulent jet flow, the following relationship between inflow (Q, in gallons per minute) and inlet
diameter (d, in feet) must hold:
Q / d > 11.5 at 20° C
Q/d> 17.3 at 5° C
Temperature differences between the inflow and the ambient water temperature within the
storage facility can cause the water to form stratified layers that do not mix together.
Stratification is more common in tall tanks such as standpipes and tanks with large diameter
inlets. It can be avoided by increasing the inflow rate. The critical temperature difference, =T in
°C which can lead to stratification, can be estimated based on the following equation:
=T = C Q2/(d3H2)
Where:
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C is a coefficient depending on inlet configuration, buoyancy type, and tank diameter
Q = inflow rate (cfs)
H = depth of water (feet)
d = inlet diameter (feet)
Booster disinfection may be required to restore disinfectant residuals at a storage facility. Either
a continuous rechlorination system or a batch system can be employed depending on the need.
Batch chlorination is used to restore the chlorine residual, to disinfect an existing biological
population, or to destroy a taste and odor condition. Free chlorine is the most common
secondary disinfectant. Disinfectant can be added at the reservoir inlet, outlet, or within the
storage facility if it is equipped with a system to enhance circulation. Chlorine addition at the
outlet is normally preferred over the inlet unless the residual is nearly depleted when entering the
facility. Conventional rechlorination stations, whether controlled by on/off, flow pacing, or
chlorine residual pacing may create a chlorine residual of unpredictable levels. Due to the
dynamic nature of flow and chlorine demand in most water distribution systems, these methods
of rechlorination can lead to periodic over- and under-feeding. Where rechlorination is in use,
careful consideration must be given to storage facility operations. For example, seasonal
changes in water demand and temperatures can directly impact rechlorination practices.
Operation of the rechlorination system must also consider the impacts on additional formation of |
disinfection by-products. A utility practicing chloramination for disinfection must carefully
evaluate and monitor any rechlorination process. The mixing of free chlorine with chloramines
can result in the loss of free chlorine residual if not conducted properly. If done correctly,
chloramine levels can be increased with the addition of chlorine, depending on the level of
residual ammonia present. If ammonia concentrations are insufficient, ammonia addition prior to
chlorine addition may be required. Additional information related to rechlorination and blending
of chlorinated and chloraminated waters is provided in the Nitrification White Paper. Batch
chlorination can be accomplished by chlorine injection at the inlet pipe or by chlorine addition
into the storage facility contents through hatches or a recirculation system.
Management of distribution systems requires appropriate skills and training. Public water
systems employ systems operators that are properly trained and certified per EPA's operator
certification guidelines (EPA 1999). These guidelines, required as part of the 1996 Amendments
to the Safe Drinking Water Act, provide States with the minimum standards for developing,
implementing and enforcing operator certification programs. The guidelines help to ensure that
distribution systems, including finished water storage facilities, are operated in a proper manner.
3.6 Design of Storage Facilities
The sizing, number, and type of storage facilities affect a water system's ability to manage water
quality while providing an adequate water supply with adequate pressure. Capital planning
necessitates installation of facilities that have excess capacity for water storage and distribution.
Standard design guidelines for hydraulic considerations in the planning and construction of tanks
are available in:
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•	AWWA Manual M32 Distribution Network Analysis for Water Utilities (AWWA
1989)
•	Modeling, Analysis and Design of Water Distribution Systems (AWWA 1995c)
•	Hydraulic Design of Water Distribution Storage Tanks (Walski 2000)
These guidelines ensure adequate fire flow to meet applicable codes and rating systems as well
as hydraulics of water storage. State regulations address design features related to tank sizing,
siting, penetrations, coatings and linings through reference to industry recognized codes and
manuals (i.e. AWWA, NSF International and 10 States Standards). A discussion relating fire
flow requirements to storage volume and water age is provided in the Water Age White Paper.
Findings suggest that volumetric increases are site-specific and cannot be generalized.
Design guidelines addressing water quality include:
•	Maintaining Water Quality in Finished Water Storage Facilities (Kirmeyer et al.
1999)
•	Water Quality Modeling of Distribution System Storage Facilities (Grayman et al.
2000)
Appurtenances on storage facilities, such as vents, hatches, drains, wash out piping, sampling
taps, overflows, valves, catwalk, etc., can be critical to maintaining water quality. The Ten State
Standards (Great Lakes... 1997) provides recommended design practices for appurtenances.
Design considerations include mixing to preclude dead zones and to maintain a disinfectant
residual. Guidelines for momentum-based mixing can be found in Grayman et al. (2000). Other
types of mixings systems are described in Kirmeyer et al. (1999).
4.0 Summary	
Microbiological, chemical, and physical water quality problems can occur in finished water
reservoirs that are under-utilized or poorly mixed. Poor mixing can be a result of design and/or
operational practices. Several guidance manuals have been developed to address design,
operations, and maintenance of finished water reservoirs. Water quality issues that have the
potential for impacting public health include DBP formation, nitrification, pathogen
contamination, and increases in VOC/SOC concentrations. Elevated DBP levels within storage
facilities could result in an MCL violation under the proposed Stage 2 Disinfectants and
Disinfection Byproduct Rule, based on a locational running annual average approach. A separate
White Paper on Nitrification indicates that nitrite and/or nitrate levels are unlikely to approach
MCL concentrations within the distribution system due to nitrification unless finished water
nitrate/nitrite levels are near their respective MCLs. Pathogen contamination from floating
covers or unprotected hatches is possible. Recommended tank cleaning and inspection
procedures have been developed by AWWA and AWWARF to address these issues. Elevated
levels of VOCs and SOCs have been measured in finished water storage facilities. AWWA and
NSF standards have been developed to ensure that approved coatings function as intended.
Addition data and evaluation would be required to determine if there is a significant potential for
coatings and other products used in distribution system construction and maintenance to cause an
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MCL violation based on sampling within the distribution system rather than the currently
required monitoring at the point of entry.
5.0 Secondary Considerations	
5.1	Water Disposal Issues
When storage facilities are drained prior to cleaning or inspection, the water must be disposed of
in accordance with local and State regulations. If the water contains a chlorine residual,
dechlorination may be required. The National Pollution Discharge Elimination System is a
Federal program established under the Clean Water Act, aimed at protecting the nation's
waterways from point and non-point sources of pollution. Effluent limitations vary depending on
receiving water characteristics (use classification, water quality standards, and flow
characteristics) and discharge characteristics (flow, duration, frequency). Failure to comply with
state regulations for such releases can result in legal action against the water utility including
monetary compensation and punitive fines. AWWA Standard C652 describes dechlorination
procedures for storage tanks.
5.2	Safety Issues
Safety is addressed primarily through referencing Occupational Safety and Health
Administration (OSHA) regulations. OSHA regulations address confined space issues (entering
the tanks), climbing the tanks, removing lead from tanks, and repainting. The 1994 OSHA
Compliance Directive for the Interim Final Rule on Lead Exposure in Construction (29 CFR
1926.62) requires worker protective gear, compliance plans and monitoring equipment for any
removal of lead-based coatings. OSHA's Fall Protection Standard applies to all construction
sites where workers risk a fall of six feet or more. OSHA's Confined Space Rule (29 CFR
1910.146) requires employers to have written programs and permits for employees working in
confined spaces including storage facilities.
EPA Title 10 regulations, issued in 1994, require training and certification of workers handling
certain lead bearing materials. Special equipment has been developed for removing lead-based
coatings, including vacuum blasting and power tools, and portable mini-containments for
reservoirs and standpipes. The Structural Steel Painting Council (SSPC) has developed
standards for containment equipment and for power and hand tools used in this application.
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