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News and Features 4 22 36 48 58
Technical Articles 6 City of Daytona Beach Utilizes Glycerol in a Unique Application for Enhanced Biological Phosphorus Removal—Gary R. Johnson, Christopher J. Wall, Robert Terpstra, Tami Minigh, and Michael Saunders
12 Innovative Methods to Assess Water Main Risk and Improve Replacement Planning Decisions—Celine Hyer 24 Developing a Surface Water Resiliency Model for the 21st Century—Kevin Morris, Mike Coates, and Mike Heyl
40 Lake Marden Augmentation Capacity Rerating: A Water Resources Success!— Brian J. Megic, Mark C. Ikeler, Mark L. Johnston, and Jackie Martin
Education and Training 17 23 32 33 37 47 59
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Throughout this issue trademark names are used. Rather than place a trademark symbol in every occurrence of a trademarked name, we state we are using the names only in an editorial fashion, and to the benefit of the trademark owner, with no intention of infringement of the trademark. None of the material in this publication necessarily reflects the opinions of the sponsoring organizations. All correspondence received is the property of the Florida Water Resources Journal and is subject to editing. Names are withheld in published letters only for extraordinary reasons. Authors agree to indemnify, defend and hold harmless the Florida Water Resources Journal Inc. (FWRJ), its officers, affiliates, directors, advisors, members, representatives, and agents from any and all losses, expenses, third-party claims, liability, damages and costs (including, but not limited to, attorneys’ fees) arising from authors’ infringement of any intellectual property, copyright or trademark, or other right of any person, as applicable under the laws of the State of Florida.
FSAWWA Conference FWEA Innovation and Energy Savings in Wastewater Treatment Seminar TREEO Center Training CEU Challenge FWEA Biosolids Seminar FWPCOA Training Calendar Florida Water Resources Conference Call for Papers
Columns 22 32 38 34 46
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Sarasota County Stormwater Project Wins Outstanding Achievement Award FSAWWA Water Conservation Awards Call for Entries In Memoriam Florida Student is a 2014 Stockholm Junior Water Prize Runner-Up News Beat
Reader Profile—Jacqueline W. Torbert FSAWWA Speaking Out—Carl R. Larrabee Jr. C Factor—Jeff Poteet Process Page—Kevin Vickers and Ted Long Certification Boulevard—Roy Pelletier
Departments 59 61 64 66
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Volume 66
ON THE COVER: Photo taken at the Orlando Eastern Wetlands. These wetlands were created as a wastewater effluent treatment system to remove remaining nutrients (nitrogen and phosphorus) and return the water to nature. (Photo: Jim Peters)
September 2014
Number 9
Florida Water Resources Journal, USPS 069-770, ISSN 0896-1794, is published monthly by Florida Water Resources Journal, Inc., 1402 Emerald Lakes Drive, Clermont, FL 34711, on behalf of the Florida Water & Pollution Control Operator’s Association, Inc.; Florida Section, American Water Works Association; and the Florida Water Environment Association. Members of all three associations receive the publication as a service of their association; $6 of membership dues support the Journal. Subscriptions are otherwise available within the U.S. for $24 per year. Periodicals postage paid at Clermont, FL and additional offices.
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Florida Water Resources Journal • September 2014
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Sarasota County Stormwater Project Wins Outstanding Achievement Award
Photos from www.kimley-horn.com.
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Sarasota County has won the 2014 Outstanding Achievement Award from the Florida Stormwater Association for its Celery Fields Regional Stormwater Facility project to achieve flood projection goals. The award recognizes outstanding stormwater projects and the benefits they provide to the environment
September 2014 • Florida Water Resources Journal
and local communities. The goal of the $7.2 million project was to reduce downstream historical flooding along Phillippi Creek in Sarasota, improve the water quality of stormwater entering Roberts Bay North and Sarasota Bay, and provide a multifaceted stormwater park that promotes ecotourism. The project would also help to reduce pollutants and excess nutrients, restore natural wetland areas, provide diverse recreational and educational opportunities, and provide additional flood plain storage and treatment for more than 3,600 acres of stormwater runoff. Up until the late 1980s, the area of Sarasota County known as “The Celery Fields” was used for just that—growing celery and other row crops. For decades, farmers stimulated crops with fertilizers, which eventually caused the soil’s arsenic levels to increase. Although arsenic is naturally occurring, it is poisonous to people, and when the county decided to restore the fields area, it was discovered that the levels of arsenic exceeded the maximum-allowed limit. The environmental consulting firm, VHB, with offices in Orlando and Sarasota, was the lead environmental consultant for the project and developed the two-year best management practices (BMP) water quality evaluation study. The firm’s responsibilities included environmental services for the restoration, planting inspection and oversight, exotic and nuisance plant management, hydrologic design recommendations, environmental permitting, mitigation monitoring for five years, storm event and base flow water quality monitoring and reporting to document the BMP pollutant removal efficiencies for the Celery Fields education program, and a management plan for the entire stormwater facility. The evaluation study documented that the facility achieved pollutant removal rates of 53 percent, 50 percent, and 82 percent for nitrogen, phosphorus, and suspended solids, respectively. The project included wildlife amenities such as osprey platforms, wood duck boxes, tree snags for bird perches, and an upland preserve island designed to provide for a future wading bird rookery for the area. Walking trails for bird watching, and a diverse terrain for sightseeing, exercising, and biking, with educational signage along the trails, were also created as an element of the stormwater park.
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City of Daytona Beach Utilizes Glycerol in a Unique Application for Enhanced Biological Phosphorus Removal Gary R. Johnson, Christopher J. Wall, Robert Terpstra, Tami Minigh, and Michael Saunders he City of Daytona Beach owns and operates two water reclamation facilities with a combined capacity of 106,000 m3/day (28 mgd). Both the Westside Regional Water Reclamation Facility (WRWRF), with a rated capacity of 56,782 m3/day (15 mgd) annual average daily flow (AADF), and Bethune Point Water Reclamation Facility (BPWRF), with a rated capacity of 49,210 m3/d (13 mgd) AADF, are five-stage Bardenpho systems and are designed to achieve advanced treatment standards for: biochemical oxygen demand (BOD5), 5 mg/L; total suspended solids (TSS), 5 mg/L; total nitrogen (TN), 3 mg/L; and total phosphorus (TP), 1 mg/L (5/5/3/1). The reclaimed water is discharged to the Halifax River (D-001) or to the public access reuse distribution system (R-001). The WRWRF reclaimed water not sent to the reuse distribution system is conveyed to the BPWRF (R-002) and is combined with the reclaimed water from the BRWRF for discharge to the Halifax River. The WRWRF was upgraded in 2000 to a two-process train, five-stage Bardenpho system that includes the following processes: anaerobic zone and primary anoxic zone, followed by mechanical aeration with internal nitrate recycle, second anoxic zone, reaeration, clarifica-
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tion, sand bed filtration, and ultraviolet light (UV) disinfection. Biosolids processing consists of three sludge holding tanks (that are not presently in service) and four two-meter belt presses. Waste activated sludge (WAS) is presently pumped to the belt presses directly for dewatering. Solids dewatering is conducted continuously, and belt press filtrate and the effluent sand filter backwash water are discharged to the flow distribution box No. 1 immediately upstream of the anaerobic zone. In addition, biosolids from the BPWRF are also discharged to the WRWRF collection system where they are treated and processed. Dewatered solids are trucked from the WRWRF to an off-site facility. Historically, both Daytona Beach water reclamation facilities have tried to achieve biological nitrogen removal without the addition of supplemental carbon. Reclaimed water TN levels from both facilities have not consistently met the National Pollutant Discharge Elimination System (NPDES) permit limit for TN of 3mg/L. The WRWRF, in addition to not meeting TN effluent compliance, had not been able to meet the 1.0 mg/L TP limit consistently. As a result of these discharge permit violations, in 2008, the Florida Department of En-
Gary R. Johnson, P.E., BCEE, is an environmental engineering consultant. Christopher J. Wall, MPA, is plant superintendent and Robert Terpstra is a chemist in the utilities department at City of Daytona Beach. Tami Minigh is a chemist in the utilities department environmental laboratory at City of Daytona Beach. Michael Saunders is a sales representative with Environmental Operating Solutions.
vironmental Protection (FDEP) issued a consent order to the City of Daytona Beach to evaluate alternatives to achieve compliance with the phosphorus and nitrogen discharge permit limits. The phosphorus removal study recommended the addition of alum for phosphorus control. The study recommended alum addition at two points in the process train at the influent distribution box before the anaerobic zone, and at the reaeration distribution box just prior to final clarification. Alum storage and feed tanks were installed and the facility began feeding alum in October 2009. The effluent performance during the alum addition time frame (December 2009 to March 2011) was inconsistent and did not achieve permit compliance (Figure 1). Effluent TP averaged greater than 2.0 mg/L, which was above the 1.0 mg/L monthly average TP per the NPDES permit limit. Figure 1 also shows TP removal for the alum addition during the December 2009 to March 2011 time period. During this period, alum was fed to various combinations of distribution box No. 1 influent and after reaeration. The feed rate was also varied from 200 to 300 ml/min to each feed point.
Glycerol Evaluation
Figure 1. Westside Regional Influent and Effluent Total Phosphorus with Alum Feed Only
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Beginning in March 2011, the WRWRF began feeding MicroC2000TM (a glycerol-based Continued on page 8
Continued from page 6 carbon source) as a supplemental carbon source to the second anoxic zone to enhance TN removal. The test evaluation criterion was set to remove the combined total of nitrate and nitrite (NOx) to below 1.5 mg/L consistently from the final effluent in order to achieve a final effluent TN of 3 mg/L to meet the NPDES permit. After the March 2011 start of supplemental carbon addition to the second anoxic zone (Figure 2), the plant staff began to notice a reduction in the effluent phosphorus composite samples for both TP and orthophosphates.
This reduction began almost immediately after the glycerol addition. Subsequent to the first-phase testing and success in lowering the TN to less than the 3 mg/L threshold, evaluation of the additional benefit to enhanced biological phosphorus removal (EBPR) began. Grab samples were taken across the second anoxic zone for TP and orthophosphates and a profile was observed along with on-line nitrate analyzer data from the second anoxic zone influent and effluent. It was observed that the NOx levels were being lowered to less than 1 mg/L consistently, thus resulting in anaerobic conditions in part of the
Figure 2. Initiation of Supplemental Carbon Addition to the Second Anoxic Zone
Figure 3. Supplemental Carbon Feed Points and Analyzer Locations
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second anoxic zone. The very low NOx levels in the second anoxic process allowed for a secondary release of phosphorus and subsequent uptake in the reaeration zone. This condition, though not ideal for EBPR, was occurring and lowering the effluent TP at the facility. After operating both an alum feed and supplemental carbon glycerol feed to the second anoxic, the plant staff discontinued the use of alum in June 2011. Both effluent TN and TP levels were below permit limits for TN of 3 mg/L and for TP of 1 mg/L. In June 2011, a further evaluation of the process was conducted with additional grab sampling of the entire process for both orthophosphate and TP. The plant influent characteristics were also evaluated and it was determined that the influent carbonaceous biochemical oxygen demand (CBOD) was typically low in this facility. The average influent CBOD was 130 mg/L and the average influent TP was 7 mg/L. This resulted in a BOD:P of approximately 18.5. The ratio was consistently below 25, typically referenced in the literature for five-stage Bardenpho processes. Given the weak influent CBOD, it was suggested that supplemental carbon be supplied to the anaerobic zone to enhance phosphorus release and subsequent uptake in the aerobic zone (Figure3). On July 1, 2013, the facility began feeding glycerol to distribution box No. 1 located just upstream of the anaerobic zone (Figure 5). Most current EPBR phosphorus removal processes rely on the function of a specific group of polyphosphate-accumulating microorganisms (PAOs) that are capable of taking up excessive phosphorus as intracellular storage. The phosphorus is then removed from the system by sludge wasting. In facilities with a weak influent soluble BOD, the fermentation reactions in the anaerobic zone will be significantly slow. This will result in reduced phosphorus release and subsequent uptake from insufficient anaerobic poly-bhydroxyalkanoates (PHA) storage to support subsequent aerobic poly-p storage. In cases where the influent does not contain sufficient volatile fatty acids (VFAs) to support PAO enrichment, an external VFA or an external supplemental carbon can be added to the anaerobic process. Traditionally, acetic acid, a mixture of acetic and propionic acid, acetate, or fermented primary sludge overflow streams, has been used as a source of VFAs. In the case of the WRWRF, the influent BOD:P ratio is lower than recommended for good biological phosphorus release and uptake, resulting in insufficient EBPR performance. The use of glycerol fed to the influent chamber upstream of the anaerobic zone
specifically as a VFA source from fermentation of the glycerol to VFAs within the anaerobic zone has been utilized continuously at the WRWRF since June 2011. The external carbon supplementation has provided a unique approach to solving an EBPR performance problem and has resulted in permit compliance for the TP permit limit of 1 mg/L. The feed rates to both the denitrification and EBPR processes were constant-feed, with approximately 1.1 liters per minute to the second anoxic zone and 0.65 liters per minute to the influent to the anaerobic zone. The constant feed scenario for denitrification was utilized at the facility until March 2013, when the feed to the second anoxic zone was automated from a feed-forward control loop with two nitrate analyzers (Figure 3). The automatic control system allowed for pacing of the supplemental carbon feed for meeting nitrogen concentration, flow, and load conditions, resulting in a significant reduction in supplemental carbon use. The supplemental carbon feed and control improvement projects covered the storage feed and control system for nitrogen removal at both water reclamation facilities (WRFs), as shown in photos 1 and 2. The supplemental carbon feed and control of the anaerobic zone at the WRWRF was not part of the improvement project and the system continues to be operated in a manual feed configuration.
2012-2013 Enhanced Biological Phosphorus Removal and Nitrogen Removal Performance The overall one-year July 2012-July 2013 WRWRF nutrient removal performance has been exceptional (Figure 4), with the effluent TN averaging 1.74 mg/L, (NPDES permit limit of 3 mg/L) and effluent TP averaging 0.28 mg/L, (NPDES permit limit of 1 mg/L). The average monthly flow, CBOD, total kjeldahl nitrogen (TKN), and TP for the April 2012March 2013 period were as follows: flow, 23,848 m3/d (6.3 mgd); CBOD, 134 mg/L; TKN, 42 mg/L; and TP 7, mg/L. Over the last 12 months, the feed rate of supplemental carbon has been at a constant feed rate of 0.65 L/min. This feed rate was established early in the trial and has provided a level of phosphorus removal that has consistently met the NPDES permit. A high supplemental carbon feed rate was maintained due to the need to maintain complete permit compliance for both TN and TP consistently for six months of uninterrupted compliance as required in the consent order from FDEP. As a result of the need to achieve full compliance with the consent order, the facility staff was
Figure 4. Westside Regional Average Phosphorus Influent and Effluent (July 2012-July 2013) in mg/L Daily Composite Data
hesitant to change any of the operation conditions, including supplement carbon feed rates, until the consent order was noted in full compliance. This has most likely included times when the use of supplemental carbon was greater than required. The supplemental carbon feed system utilized at the facility consisted of a pair of peristaltic pumps. Each pump operates with two pump heads that are capable of up to 0.84 L/min total (photo 3). Supplemental carbon for this process was not covered in the recently completed carbon storage and feed improvement project that provided new bulk storage and pumping facilities for the denitrification process. Budget limitations for the project did not include any new facilities for the supplemental storage and feed to the anaerobic process. In order to better understand the EBPR process at the WRWRF, a number of plant profile grabs were taken to better understand the release and uptake of phosphorus across the five-stage Bardenpho process. Profiles were taken at six separate intervals in 2013 that represented different times of the day and operating conditions. Grab samples were taken as follows: 1) at the influent distribution No 1, which is the combined raw influent, return activated sludge (RAS), filter, and filtrate streams; 2) anaerobic zone effluent; 3) aeration effluent; 4) midsecond anoxic zone; 5) midreaeration zone; and 6) final reaeration before clarification. The samples were field-filtered and analyzed for orthophospate, TP, TKN, ammonia, and NOx. Due to the tank concentric layout, it was impossible to grab a final second anoxic sample, as access to this point was not possible. During the most recent grab sample profile of June 26, 2013, an additional sample
point was added to evaluate the uptake of phosphorus in the preanoxic zone. In all sample profiles, a very distinct release of phosphorus occurred in the anaerobic zone, followed by uptake in the aerobic zone. A secondary release of phosphorus was also noted in the second anoxic zone, followed by P uptake in the reaeration zone. In all sampling profiles, the additional reduction in orthophospate and TP occurred across the reaeration zone after the postanoxic P release. Typically, an additional 0.1-0.2 mg/L reduction of both orthophosphate and TP were observed. The secondary phosphorus release did not appear to cause any undesirable plant performance or operating conditions. The reason for the additional release is most likely due to anaerobic conditions, with available VFAs in the reactor from denitrification at less than 1 mg/L. Two plant profiles representing different operating conditions are shown in Figures 5 and 6. The figure profile represents a period of high plant loading. The WRWRF sewer service areas include the Daytona International Speedway. The profile was taken the day after the Daytona 500 race, where approximately 150,000 spectators were in attendance, with hotels and restaurants operating at full capacity. During the high loading profile, the plant was experiencing difficulty in maintaining a high enough dissolved oxygen level for complete nitrification, and ammonia was breaking through the aeration basin. This resulted in a higher-than-normal effluent TN. The low dissolved oxygen condition also resulted in incomplete phosphorus uptake in the aeration basin. What is interesting to note is that the poor uptake of phosphorus was compensated for in the second anoxic zone. As shown in Continued on page 10
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Figure 5. Westside Regional Profile (2/26/2013) as an Example of a Stressed High Organic Loading Period During Daytona 500 NASCAR Race Event
Figure 6. Regional Profile (June 26, 2013)
Figure 7. Orthophosphate Analyzer Data Form the Influent Distribution Box No 1 Upstream of the Anaerobic Zone Including Return Activated Sludge and Plant Recycle Streams
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Continued from page 9 Figure 5, there was a secondary release and subsequent uptake of phosphorus in the reaeration zone that resulted in a reaeration effluent orthophosphate and TP of 0.3 and 0.4 mg/L, respectively. This was most likely the result of the second anoxic basin becoming anaerobic with low nitrates and abundant VFAs to allow for a secondary phosphorus release. Once the high organic loading passed after the Daytona 500 race, the WRWRF was back fully nitrifying within a couple of days. The dissolved oxygen/aeration limitations at the facility in peak demand periods are an ongoing problem that will be rectified with a planned aeration system upgrade. The WRWRF profile taken on June 26, 2013, was a more representative profile of normal nonstressed operating conditions that were observed with all of the other grab sample profiles taken. During this sampling period, an additional grab sample point was added at the effluent of the primary anoxic zone. The reason for the additional sample point was to see if there was any phosphorus uptake taking place in the zone from anoxic phosphorus uptake. As shown in Figure 6, there was simultaneous denitrification and phosphorus uptake taking place in the preanoxic zone. The TP was reduced from 7.3 mg/L down to 3.3 mg/L, or approximately 50 percent across the primary anoxic zone. Additional grab sample profiles will be taken to confirm the uptake observed with the June 26, 2013, samples. With the other subsequent grab samples during normal operating conditions, a smaller secondary phosphorus release was observed, with the majority of phosphorus uptake completed by the end of the aerobic zone. The overall EBPR removal was excellent, with orthophosphate at 0.06 mg/L and TP at 0.09 mg/L by the end of the reaeration process. An additional phase of the case study was to better understand the diurnal variation in influent phosphorus loading to the facility. In order to accomplish this, an on-line orthophosphate analyzer was installed at influent distribution box No. 1, just upstream of the anaerobic zone and before the addition of supplemental carbon. The Hach Phosphax analyzer uses a colorimetric process that requires a sample to be drawn into the analyzer for analysis. This required a filtered sample, and given that the sample point was raw screened influent, it presented a number of challenges in keeping the filter equipment functioning. The sampling equipment was operated during the month of June 2013 and the sampling interval was 15 minutes. Photo 4 shows the installed sampler at distribution box No. 1,
just upstream of the anaerobic zone. The waste stream at this point included screened raw influent, RAS, and continuous recycled streams from sludge dewatering and effluent sand filter backwashing. Use of the on-line phosphate analyzer demonstrated a clear diurnal loading cycle with peak loading periods occurring from late afternoon until early morning. The typical load varied from a low of 2 mg/L up to 5 mg/L orthophosphate daily (Figure 7). Utilization of on-line analyzers will allow for a better realtime understanding of the phosphorus loading to the facility and enable the potential future ability to pace supplemental carbon to the loading for more efficient process control.
Photo 1. Permanent supplemental carbon bulk storage and pumping system at the Westside Regional Water Reclamation Facility in Daytona Beach.
Photo 2. Permanent pumping system for supplemental carbon.
Photo 3. Temporary bulk storage and feed/pumping system used for supplemental carbon at the Westside Regional Water Reclamation Facility during the study.
Photo 4. Orthophosphate on-line analyzer located in the influent to the anaerobic zone at the Westside Regional Water Reclamation Facility to record realtime influent phosphorus loading during the study.
be utilized continuously at the plant influent due to the high solids present; better analyzer influent filtering equipment may make this possible. The goal will be to provide an automatic feed and control system for enhancement of biological phosphorus removal, with glycerol incorporated into the plant-wide supervisory control and data acquisition (SCADA) systems. Overall influent phosphorus peak loading has been reduced through better biosolids management. The elimination of sludge storage that contributed to additional phosphorus released from anaerobic sludge storage and recycled to the head of the treatment process helped achieve this goal. Use of glycerol to enhance EBPR in place of alum will result in less solids generated with a metal salt precipitation process.
2. Biological Nutrient Removal (BNR) Operation in Wastewater Treatment Plants, WEF Manual of Practice No. 30, Water Environment Federation, 2005. 3. Design of Municipal Wastewater Treatment Processes, Fifth Edition, Volume No 2, Liquid Treatment Processes, WEF Manual of Practice No. 8, Water Environment Federation, 2010. 4. Operation and Maintenance Performance Report, Westside Regional Water Reclamation Facility, Volusia County, July 2013, Carollo Engineers Inc. 5. Phosphorus Fractionation and Removal in Wastewater Treatment, Implications for Minimizing Effluent Phosphorus, Water Environment Research Foundation (WERF) Draft Report 2012. 6. The Fate of Glycerin in BNR: A Closer Look at Nitrite Accumulation and Glycerin Specialists, Samuel A. Ledwell, et al, WEF/IWA Nutrient Conference, July 2013. 7. Optimizing Low-Level Nitrogen Removal, Gary R. Johnson et al, Water Environment and Technology, June 2012 edition.
Conclusions Glycerol provided a reliable, readily degradable source of supplemental carbon for enhancement of biological phosphorus removal when fed to the anaerobic zone at the WRWRF. The use of supplemental carbon addition, for both denitrification when fed to the second anoxic zone and enhanced biological phosphorus removal when fed to the anaerobic zone, have enabled the WRWRF to achieve permit compliance for effluent TN and TP. The FDEP consent order has been satisfied, and on July 2, 2013, the facility was noted in full compliance, with no effluent violations over the previous six months. Glycerol was shown to improve nitrogen and phosphorus removal at the WRWRF over the seasonal variations in flow and loading conditions. The glycerol did not require any appreciable acclimation period and results were quickly observed from initiation of supplemental carbon pumping. Wastewater temperatures ranged annually from 20->30°C without any observed changes in removal efficiency. A better understanding through the use of an on-line orthophosphate analyzer of the daily fluctuations in influent phosphorus loading to the facility from influent diurnal flow and loading variability has helped to provide information that, in the future, will more accurately and efficiently provide supplemental carbon dosing to maximize phosphorus removal. The City of Daytona is currently in the process of installing and commissioning an on-line orthophosphate analyzer at the plant effluent of both of its water reclamation facilities to better understand the overall phosphorus removal performance. Further analysis will be necessary to determine if an on-line phosphate analyzer can
References 1. Nutrient Removal, WEF Manual of Practice No. 34, Water Environment Federation, 2010.
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Innovative Methods to Assess Water Main Risk and Improve Replacement Planning Decisions Celine Hyer nfrastructure management has been identified as a national issue due to the current lack of planning and funding for future renewal and replacements to maintain system reliability. The extremely large funding needs and poor infrastructure conditions across the United States have been documented over the last 10 years in various publications from the American Society of Civil Engineering (ASCE), American Water Works Association (AWWA), and U.S. Environmental Protection Agency (EPA). Current needs are estimated in the 2012 AWWA report, “Buried No Longer: Confronting America’s Water Infrastructure Challenge,” at more than $1 trillion over the next 25 years for water and wastewater systems. The overall age of infrastructure continues to increase; however, in most areas additional funds are not being applied toward renewal and replacement (R&R), and reactive work is most common. This is generally due to the poor economy, as well as the lack of asset data available to make effective decisions and manage risk. Implementing a risk assessment framework can assist utilities in identifying and mitigating risk, and determining where to apply their limited funds to achieve the most risk re-
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duction. A complete risk framework includes the elements of the probability of failure, or the asset condition, and the consequence of failure, or the asset criticality to the system in terms of financial, social, and environmental impacts. Risk can also be expressed by this simple equation: Asset Risk = Probability of Failure (Condition) * Consequence of Failure
Methodologies for Assessing Condition and Risk One of the main challenges for calculating buried infrastructure risk is that it is very costly and time consuming to inspect these assets; in addition, some condition assessment techniques do not provide any standardized scoring or specific data on remaining asset life. A piping system with gravity sewer pipes is the easiest system to address since cameras can easily be used for inspections while pipes remain in service. There is also a standardized Pipeline Assessment and Certification Program (PACP) scoring that can be assigned for condition ratings that also relates to remaining life expectancies. The most difficult piping
Figure 1. Optimized Replacement Planning Approach
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Celine Hyer is a vice president with ARCADIS in Tampa.
system to address has pressure mains, since these pipes typically cannot be taken out of service, the condition assessment technologies available are still evolving, there is no standardized condition scoring, and costs are still high (but becoming more reasonable). Figure 1 illustrates a replacement planning process that can be used by any utility for pressure mains to calculate overall asset risk. Condition scoring is based on a combination of analysis of existing failure or condition data, targeted additional field condition assessment to fill the data gaps and validate modeling, and the use of forecasting models to identify the future condition for each pipe segment. A tool based in a geographic information system (GIS) is then utilized to assign the consequence of failure and condition decay curves for each pipe and calculate a risk score. Unit costs for R&R methodologies assigned to pipes allow for financial forecasting. The benefit of this approach is that the right projects can be selected to be completed first for the least amount of inspection costs, and an overall view of future funding needs can be evaluated. The models in Step 4 of the replacement planning process include the Linear Extended Yule Process (LEYP) and GompitZ. These models come from Europe and have been applied to pipes and other long-lasting infrastructure such as roads and bridges, and are just now starting to be applied in the U.S. The LEYP is a failure forecasting model and is the model of choice for pipes that are not inspected and have only failure records— typically, water distribution mains. It predicts breaks for each pipe and each year in the future. It is a multivariable regression model (taking into account all variables at once and avoiding redundancy) of a survival nature; this means that it can take into account the history of the pipes that have been removed, a feature that is typically overlooked in classic statistics that focus on the active population, but can play an important role in predictions.
The variables considered are typically: Time (Weibul component of the model) Physical characteristics, including period and quality of installation, material, diameter, and eventually pressure (Cox Proportional Hazard Model component) Environmental characteristics, if available, such as soil, traffic, and density (Cox) Previous breaks; Five-year minimum (Yule) The instantaneous risk in function of time, h(t), is expressed as follows.
h(t)=
Two input files are needed to run the model: Pipes and their attributes, which comes typically from the pipe GIS Breaks; they must be assigned to pipes The output results are the predicted break number (PBN), rate (per pipe, per year), and pipe-effective useful life by pipe class. The GompitZ is a physical condition forecasting model and is the model of choice for inspected pipes for which the state of physical condition can be measured and given a certain score, such as applying it to gravity sewers or large-diameter water or force mains. It allows for prediction of the physical condition for each pipe and each year in the future based solely on inspection results of a small percent of the network. For GompitZ, inspection could also have been produced at one single year (if enough pipes have been inspected). The framework of the GompitZ model is a Markov chain. It is assumed that the probabilities of jumping from one physical condition state to the next can be calculated and organized in matrices. Then, following a nonhomogeneous Markov chain procedure (nonhomogeneous means that scores depend on time), the states and scores at a future time can be produced. The Markov chain probabilities can be computed using simple statistics or more elaborate ones, such as the Gompertz model (a form of regression used for data for which results are available solely for a portion of the population where one measurement suffices as the regression draws inferences from the
variables of all the pipes inspected at once). The GompitZ approach is the combination of a Gompertz regression and a Markov chain. The variables considered in the model are: Time Physical characteristics, including period and quality of installation, material, diameter, and eventually depth Environmental characteristics, if available and relevant, such as soil, traffic, and density Inspections results; with at least 10 percent of the population, one inspection is enough Two input files are needed: Pipes and their attributes, which comes typically from the pipe GIS Inspection results assigned to the pipe The output results are for each pipe and for each year. Computed for all the pipes in a cohort, or for the overall system, the results show the percent of length (or the probability to be) in a certain state at a certain year. Condition assessment techniques and technologies are advancing quickly and there are several free EPA publications that provide a good overview of what is available, as well as several Water Environment Research Foundation (WERF) reports that are available to subscribers. In general, the methodologies can be classified as internal and external, with some of the internal methods requiring pipe shutdowns, and some that have free swimming devices that can be inserted into a live pipe. Table 1 summarizes the current technologies by the most common water pipe materials and the project experience of ARCADIS in applying these tools. In applying these technologies, the approach typically taken is to use the least-cost screening methods first, and then the detailed, more-costly ones if poor-condition areas are
detected. The case studies presented for the Columbus Department of Public Utilities (DPU) in Ohio and Lee County Utilities (LCU) in Florida both utilized this overall approach. Columbus has also recently incorporated the LEYP model into its water distribution main replacement planning and has revised its risk scores and financial projections, which actually were less than originally anticipated.
Replacement Planning Case Study: Columbus Department of Public Utilities Columbus DPU began its water distribution main replacement planning as part of an overall water master plan in 2009 and updated this plan in 2014 utilizing the LEYP model to provide the condition scores for the pipes. The key objectives of this project were as follows: Define the desired service levels for water pipes in terms of breaks per 100 mi per year. Assign a replacement methodology and cost for each pipe. Assign a condition score to each so that a risk score could be calculated. Define the near-term projects that may be included in the five-year capital improvement program (CIP) based on risk. Evaluate the future funding scenarios needed to maintain the level of service. Validate the risk model using limited acoustic wall integrity testing. Validate the accuracy of the acoustic testing by laboratory analysis. As shown in the replacement planning process model, a risk score was calculated for each pipe using a triple-bottom-line consequence of failure analysis and condition scores were initially created by performing a basic statistical analysis on the past 25 years of break Continued on page 14
state p+1 at time t+1 is the state p at time t multiplied by (the probability of moving from state p to p+1 + the probability of staying at stage p)
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Continued from page 13 data. Pipe decay curves were generated based on an established service level of 20 breaks per 100 mi per year, which represented the pipe’s end of life. Once the risk scores were estab-
lished and the high-risk areas were identified, a pilot area was chosen to perform external acoustical wall integrity testing for Echologics. This testing is accomplished by placing two microphones on two consecutive valves, in-
Figure 2. Risk Map Identifying Areas for Field Inspection and Projects
troducing a noise by opening a hydrant or valve, and measuring the time it takes to travel between those points. Through advanced math, the pipe hoop stiffness or wall integrity can be calculated and compared with the original material to provide an average wall loss over that pipe section. The testing of DPU’s predicted poor-condition pipes confirmed that there was significant wall loss of 40-50 percent in the cast-iron pipe, meaning it was in poor condition. Since DPU was unfamiliar with this type of testing, it took it one step further and collected pipe coupons to send out for laboratory analysis along the same pipelines in multiple locations. The laboratory testing confirmed in 85 percent of the areas that the pipe had corrosion and wall loss similar to what the acoustical testing determined. The deliverables for the project included the identification of risk maps (Figure 2) and an optimized funding scenario (Figure 3) for long term R&R needs. In addition, the GIS replacement planning tool was provided to DPU, along with training so that it can be used for planning purposes to create the CIP each year. The 2014 project revised this tool to include the results from the LEYP modeling and provided the LEYP model and training for DPU staff so that it can also be updated annually during the CIP planning process.
Replacement Planning Case Study: Lee County Utilities Lee County Utilities completed its water main replacement planning project as part of an overall asset management program implementation during 2011. The key objectives of this project were as follows: Define the desired service levels for water pipes in terms of breaks per 100 mi per year. Assign a replacement methodology and cost for each pipe. Refine the current useful life table for each pipe material/group. Assign a condition score to each pipe so that a risk score could be calculated. Define the near-term projects that may be included in the five-year CIP based on risk. Evaluate the future funding scenarios needed to maintain the level of service. Identify high-risk areas for future field condition assessments.
Table 1. Water Main Condition Assessment Methods
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As shown in the replacement planning process model, a risk score was calculated for each pipe using a triple-bottom-line consequence of failure analysis and condition scores created by performing a basic statistical analyContinued on page 16
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Figure 3. Optimized Funding Scenario Showing a Decrease in Funds to Maintain Service Levels
Continued from page 14 sis on the past nine years of break data. For pipe classes with no data, industry standard effective useful life was applied. Pipe decay curves were generated based on an established service level of 20 breaks per 100 mi per year, which represented the end of life. This process was performed strictly as a desktop assessment using GIS, so there was no field condition assessment associated with validating the risk scoring and project selections. However,
Figure 4. Risk Map Showing Areas for Future Field Inspections
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through workshops with knowledgeable staff, the high-risk poor-condition areas seemed to match up with their assumptions. A future phase of the project will include select condition assessments to further validate the projects and funding projections, beginning with lower-cost screening tools, such as acoustical wall integrity testing from Echologics. The deliverables for the project included the identification of risk maps (Figure 4) and an optimized funding scenario (Figure 5) for long term R&R needs. In addition, the GIS replacement planning tool was provided to LCU along with training so that it can be used for planning purposes to create the CIP each year.
Conclusions Other utilities can easily adopt this type of a risk methodology for their R&R planning and apply new techniques to assess buried pressure pipe asset conditions to ease the burden of deciding where to apply their limited funds to get the best risk reduction and maintain their service levels. Leveraging existing GIS and work-order data provides the basis to start this process and can later evolve into using advanced modeling, such as LEYP or GompitZ, and targeted field condition assessments to refine the initial results.
Figure 5. Optimized Funding Scenario Ramping Up Over Time to Maintain Service Levels
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FWRJ READER PROFILE I also lead the water efficiency programs for the county.
Jacqueline W. Torbert Orange County Utilities Work title and years of service. I am the manager with Orange County Utilities Water Division and have been with the utility for 23 years. Job description; what does your job entail? I am responsible for the operation of 11 water supply facilities that serve more than 500,000 customers in unincorporated Orange County. I am also responsible for the utility’s laboratory that provides analytical services to the entire utility operation (water, wastewater, and solid waste), as well as services to other governmental agencies on an as-needed basis.
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What do you like best about your job? The thing I like best about my job is that no single day is the same as another, and as such, you do not have the opportunity to become stagnant in your job. Orange County Utilities also encourages and supports participation in organizations relevant to our profession, which is another avenue I can use to make a contribution to the water industry. Another key aspect of my job that I take great pride in is the enthusiasm and commitment of my staff to the well-being of our community. My staff is fantastic at executing all the ideas and challenges that I throw at them, and in many cases, those executed ideas have become the standard of operation in our industry. I guess if I had to choose the very best thing that I like about my job it would be seeing my staff flourish, and hoping that I have had a part in their growth. What organizations do you belong to? I have been a member of AWWA for 19 years. I currently serve on the Association’s board of directors and served as the Florida Section chair in 2005-2006. I also belong to the American
September 2014 • Florida Water Resources Journal
Metropolitan Water Association, Water Research Federation (past Board of Directors member) and the Water Environment Foundation. How have these organizations helped your career? The people that I have met and the friendships that I have made in the associations that I am connected with have been invaluable. I have a ready source of information and facts about any issue that I may encounter in our industry. I have been able to capitalize on experiences that have allowed me to avoid mistakes that may have been costly—in both time and money. What do you like best about the industry? The water industry itself is about sustaining life. There is no life without water, and to be a part of delivering safe water to millions of people is a rewarding and noble profession. What do you do when you’re not working? I serve as the chair of the board of trustees at my church, and that job, at times, is more challenging than any other. Scrapbooking is my favorite hobby, and being Jackie Torbert, mother of Candice and Michael Torbert, is pretty awesome also.
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Developing a Surface Water Resiliency Model for the 21st Century Kevin Morris, Mike Coates, and Mike Heyl here is emerging recognition that issues such as sea level change and climate variability must be considered as a part of integrated water resource planning. Water managers often face decisions in which the ramifications of their actions may not be fully understood until further in the future. Issues such as growth, deteriorating infrastructure, or regulatory mandates often dictate a timetable for decisions that compel leaders to make prudent and timely decisions in spite of uncertainty and risk. Decision tools that provide the ability to assess the impact of sea level change and climate variability on water supplies help quantify the risk profile of a utility’s asset portfolio over time. This capability is crucial in ensuring that optimal strategic choices are made in water supply planning. This article summarizes development of the Peace River Operations Platform Assessment Tool (PRO-PAT), a powerful decision tool that combines the ability to explore the benefit of future capital projects, determine the effectiveness of operational strategies, and assess potential impacts of climatic shifts on system reliability into one unified model.
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The Peace River Facility The Peace River Facility was originally constructed in the late 1970s, and after a number of expansion projects over the past 15 years, now consists of two offstream raw water storage reservoirs totaling 6.5 bil gal (BG) of capacity, 21 Aquifer Storage and Recovery (ASR) wells, and a 48-mil-gal-per-day (mgd) capacity conventional surface water treatment plant. Figure 1 presents an aerial photograph of these facilities. The Peace River Facility is located on the northern bank of the Peace River approximately 11 river mi east of Interstate75 and almost 40 river mi from the Gulf of Mexico at Boca Grande Pass. Although it would take over an hour by car to reach the beach at Boca Grande from the river intake, the river intake pump station is located just above sea level. The water level at the river intake is greatly influenced by tide, and during dry periods, this can lead to elevated salinity levels in the river. The Authority’s water use permit (WUP) allows withdrawals from the river based upon a moving, seasonal percentage of the collective flow measured from three U.S. Geological Survey (USGS) stream flow gauges: the Peace
Kevin Morris, P.E., BCEE, CSEP, is the science and technology officer, and Mike Coates, PG, is the deputy director of Peace River Manasota Regional Water Supply Authority in Lakewood Ranch. Mike Heyl is the chief environmental advisor for springs and environmental flows with Southwest Florida Water Management District in Tampa.
River at Arcadia; Horse Creek, near Arcadia; and Joshua Creek, near Nocatee. The Authority’s WUP prohibits diversion of any river water when the flow is less than 130 cu ft per second (cfs). This extremely protective provision prohibits river diversion when flows are naturally low as a measure to protect the complex downstream ecosystem in Charlotte Harbor. The Authority conducts extensive hydrobiological monitoring throughout the lower Peace River and Charlotte Harbor to collect data on the ecosystem. This program has yielded a good understanding of the flow-dependent nature of water quality in the river.
Climate Variability Within the Context of Water Supply Sustainability
Figure 1. The Peace River Facility With Reservoirs Looking West Over the Peace River
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The Earth has been in a constant state of change since its creation. Sea level in the past has been both higher and lower than present levels and temperatures, and rainfall patterns have historically varied as well. Anthropologists studying ancient cultures often point to climate variability as a likely factor in social collapse due to droughts and floods. Modern food storage techniques, global transportation networks, and sophisticated public works projects can support vast cities in barren, inhospitable landscapes. However, not too long ago, disruptions in agricultural production and/or water availability could quickly lead to food shortages, social unrest, and societal collapse as indigenous peoples perished or migrated where conditions for subsistence were more favorable. Mankind has only been measuring the Earth’s climate and weather patterns using modern scientific methods and technology for
a very short representative period in the planet’s history. Although glacial ice cores are helpful in quantifying conditions many thousands of years ago, the leap from understanding the past to being able to predict the future involves great uncertainty. Climate-prediction models are incredibly complex and there is vigorous debate concerning the role that anthropogenic activity plays in determining future climate conditions. Further complicating matters is political polarization of the climate change issue and powerful special interests that stand to profit handsomely from resulting policy directives and mandates. Water managers may be well advised to steer clear of the highly polarized debate and simply ensure that their organizations are considering the most recent official government sea level and climate variability projections, and layer this guidance into their strategic planning frameworks. Climate variability is working its way into the public consciousness, fueled by media coverage of extreme weather events of the past decade, such as Hurricanes Katrina in New Orleans and Sandy in the Northeast. The loss of life and property damage from these storms provides visceral examples of the tragic risk that society faces because of the preference for coastal development. Unless corrective measures are taken, as sea level rises, the risk of flooding and inundation along the coastlines will increase. Other current examples are the ongoing historic droughts in Texas and the Western United States, which have laid bare the inadequacy of public water supplies that previously had been thought sufficient. Historic flow records for many streams and rivers in the U.S. only date back between 50 and 100 years, which in the context of natural systems, is a very limited timeframe. An understanding of the variation in climate and how it affects the nation’s water supply needs may be growing, but is far from complete and reinforces the wisdom in carefully considering climate-trend projections.
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Figure 2. Projected Annual Hot Days in the Southeastern U.S. (from Third National Climate Assessment, 2014)
Projected Climate Variation Trends The most definitive projections for future climate trends in the U.S. today are presented in the Third National Climate Assessment (NCA), produced in 2014 by the U.S. Global Change Research Program. This program is Continued on page 26
Figure 3. Projected Seasonal Precipitation Change for North America (from Third National Climate Assessment, 2014) Florida Water Resources Journal • September 2014
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Continued from page 25 steered by the National Science and Technology Council’s Committee on Environment, Natural Resources, and Sustainability, and consists of the research arms of 13 federal agencies, including the National Aeronautics and Space Administration (NASA), the U.S. Environmental Protection Agency (EPA), the National Science Foundation, and the U.S. departments of Agriculture, Defense, and Energy. The NCA summarizes consensus climate projections from a regional perspective, and this article focuses on projections for the Southeastern U.S., and Florida in particular. Figure 2 summarizes the number of “hot” days (i.e., days with a maximum temperature above 95°F) that the NCA report states may be expected for the 30-year period from 2041 to 2070, as compared with what was experienced for the 30-year period from 1971 to 2000. The figure reflects that, during the earlier period, there were less than 15 days a year where the temperature exceeded 95°F over most of the state. The number of these very hot days is expected to increase significantly by as many as 40 to 50 days per year over most of the Florida peninsula in the future. This could bring an expectation of higher water demand usage rates, elevated surface water impoundment evaporation rates, and an increased potential for algae blooms in raw water impoundments.
Figure 3 presents the NCA’s consensus seasonal precipitation projections expected for the North American continent toward the end of the present century. The projections show that increased precipitation is expected over Alaska, Canada, and many of the northern states for winter, spring, and fall. However, the projections indicate less overall precipitation for all four seasons over the entire state of Florida. Spring and summer appear especially troubling for the southern part of the state, from Tampa to Melbourne southward, where 20–30 percent less precipitation is predicted during those periods. The NCA also provides discussion about the frequency and severity of tropical storms, which are expected to increase in response to higher ocean temperatures. More intensive downpours could result in a greater proportion of total precipitation finding its way to runoff with less local recharge. River and stream flows could become more variable, reflecting increased storm intensity and higher runoff variability. Storage elements will likely become a more critical focus for surface water system sustainability in the future.
Sea Level: Past, Present, and Future Scientists believe that sea level, during the peak of the last Ice Age in North America (about 22,000 years ago) was almost 400 ft
lower than present-day levels. If sea level were 400 ft lower than it is now, the state of Florida would cover almost three times more surface area and would be more than 300 mi wide on an east-to-west line between Tampa and Melbourne. Sea level fluctuates mainly in response to global ice inventories and thermal expansion of ocean water. However, movements of the earth’s crust also affect localized apparent sea level movement and can exacerbate or offset sea level rise. For example, parts of Louisiana are battling the combined effects of ground-level subsidence and sea level rise, with apparent sea level rise rates three times higher than Florida. On the other hand, in the Gulf of Alaska, as a result of Pacific plate subduction under North America, the ground surface is rising faster than sea level, so the effect is a localized apparent sea level decline. Figure 4 from the NCA report shows that sea levels have risen about 8 in. over the past 200 years and are projected to continue to rise anywhere from 1 to 4 ft higher between now and 2100. Rising sea level creates a host of natural and societal concerns, including: seashore erosion, compression of transitional ecological buffers (dune systems and salt water marshes), heightened risk to people and property from storm surges and flooding, risk of salt water intrusion to groundwater supplies, and increased risk of salinity incursions up historically fresh rivers and streams. Sea level rise and the potential for changing climate patterns are causing emerging concerns for water supply managers, especially in Florida, which is a peninsula surrounded by water. The Authority’s intake structure, almost 40 river mi from the open waters of the Gulf of Mexico, is unprotected by salinity barriers as the river flows freely to tide. It is the flow of freshwater down the river and into Charlotte Harbor that pushes the ocean’s salinity downstream. Clearly, sea level will impact this dynamic relationship as saline water pushes upstream. These impacts would be strongest at lower flow levels when the forcefulness of river flow is relatively weak. The challenge is quantifying this impact on river water quality.
Projecting River Water Quality Impacts from Sea Level Rise
Figure 4. Sea Level: Past, Present, and Future (from Third National Climate Assessment, 2014)
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Understandably, methodologies for projecting the impacts of sea level rise on water quality within river and estuarial systems are not well defined, since this is a relatively recent area of concern. The approach employed in this work was chosen because a USGS tide gauge located at the Authority’s river intake pump station provided a relevant database of tide level and water quality data. Also, the Peace
River is still largely channelized in this portion of the drainage basin, and so as sea level rises, it is not projected to significantly spill out of its banks, which would radically alter the behavior of fresh and saline water interfaces. Since the Peace River flows unobstructed to tide in Charlotte Harbor, salinity intrusion from tidal effects can spread back upriver a distance, depending upon variables such as tide, wind, and river flow conditions. As sea level rises, the tide-related effects on river salinity, as measured at the current river intake, are expected to increase. The river gauge station installed on the Authority’s river intake structure in 2009 provides a useful record of tide level and conductivity data (conductivity here is used as a surrogate for salinity). These data have been analyzed in an effort to model tide-level-related water quality relationships based upon the fundamental underlying presumption that historic tidal effects would emulate the impact on water quality, which would be expected from a commensurate rise in sea level at the same relative river flow. The data were modeled using statistical analysis systems (SAS) to develop the water quality prediction model that is summarized here in general form. This model focused on the low river flow range between about 100 and 500 cfs. It is within this relatively weak flow regime where sea level rise would be found to have the greatest impact on water quality.
Figure 5. Sea Level Rise Scenarios for Total Dissolved Solids as a Function of River Flow
C = b~ + (b1 x Flow1) + (b2 x Flow2) + (b3 x Stage) + (b4 x (Stage/Flow)) where: C = conductivity (uS/cm) ⬀ = specific intercept 1 = “short-term” flow slopes (linear and/or nonlinear) 2 = “long-term” flow slopes (linear and/or nonlinear) 3 = gage height specific slope 4 = gage height/flow interaction specific slope The model was then applied to vertical sea level rise projections from the 2013 Intergovernmental Panel on Climate Change (IPCC) Fifth Assessment Report (AR5). Forced convergence was applied at high river flows in recognition that the model was developed for use between 100 and 500 cfs, and that at extreme flows, the saline interface would be pushed well downstream in all scenarios. The model results and scenarios were then consolidated into a baseline condition reflective of current conditions, and then five progressively Continued on page 28
Figure 6. Mass Balance Schematic for 2 Reservoir System Florida Water Resources Journal • September 2014
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Continued from page 27 worse sea level rise (SLR) scenarios. The worstcase scenario, SLR Case 5, correlates roughly to the IPCC’s worse-case scenario of 25 in. of sea level rise by 2075. The resulting river flowsalinity relationships developed for these cases are illustrated in Figure 5. The conversion from measures of conductivity to total dissolved solids (TDS) was based upon a ratio of 0.69 micro mhos per cm for each 1 mg per liter of TDS.
Peace River Operations Platform Assessment Tool Model The Authority has employed reliability modeling as a decision tool since its inception and reliability projections have guided each major capital expansion project. Early reliability models focused solely on ensuring that there would be adequate reserves available to meet customer demands without regard to quality. Authority reliability models have grown successively more sophisticated as computer hardware and software has evolved and as programmer skill has increased. Also importantly, over time, additional operational data have been gathered that refine the understand-
ing of ASR system performance, which can be quite a challenging application to model. Driven by the desire to understand possible impacts from a sustainability perspective, Authority staff developed PRO-PAT. This model is developed in a Microsoft Excel 2010 workbook, with most content on a single worksheet using about 600 columns and 16,000 rows. The resulting workbook is approximately 200 megabytes in size and contains over 200 charts and 4,000 statistics. A deterministic model, PRO-PAT is based on river flow and rainfall for the 38-year period of record from 1975 to 2013. The model is fundamentally tied to the conservation of mass for both solvent (water) and solute—in this case, TDS. The TDS is a secondary drinking water parameter, which means it is associated with aesthetic rather than health concerns. The TDS has a maximum contaminant limit of 500 mg/L and has historically been the parameter of greatest concern for the Authority. However, a similar approach could be used for other conservative, nonreactive solutes of interest such as sodium, chloride, or sulfate. Figure 6 presents an illustration of the Peace River Facility system, with the existing two raw water reservoirs and a supplemental
groundwater-based reverse osmosis (RO) module. In this configuration, ASR recovery water is directed back to Reservoir No. 2. The figure identifies all of the major variables (flow, volume, and concentration) between each functional block. These variables are used to derive the mass balance equations for the system, which ultimately predict the finished water TDS on a daily basis. Since this is a daily model, it is helpful to use nomenclature such as At and At+1 to represent the value of variable A at the beginning of the day and end of the day, respectively. Quantity reliability is determined by considering the number of days during which the system failed to fully meet the specified level of demands, divided by the total number of days in the model sequence. Quality reliability is determined by the number of days during which the finished water failed to meet the 500 mg/L secondary drinking water limit for TDS or failed to meet demands, divided by the total number of days in the model sequence. Quality reliability will always be lower than quantity reliability under the logic that the quality of the water doesn’t matter if there is not enough to meet customer needs.
PRO-PAT Model Input Variables
Figure 7. Sample of Mass Balance Equations for 2 Reservoir System
Figure 8. User Interface Design
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The model includes 109 variables, of which 49 are operational variables and the remaining 60 are focused on climate variability. Each model run is actually six runs in parallel: the baseline condition, as well as the five progressively more severe SLR scenarios. The period used to drive the model is the 38-year period from 1975 to 2013. This includes the daily historic flow records for Joshua Creek, Horse Creek, and the Peace River, as well as the local monthly rainfall and evaporation records for the same period. The monthly rainfall data come from the composite seven-county average for Charlotte, DeSoto, Hardee, Highlands, Manatee, Polk, and Sarasota counties. The evaporation data come from a station located at Lake Okeechobee, operated by the South Florida Water Management District, and has been adjusted from pan evaporation data to simulate lake evaporation. Monthly rainfall and evaporation totals are divided by the number of days per month to derive a daily rate for the model. The 49 operational variables include basic dimensional parameters such as river diversion pump capacity and reservoir volume, as well as the programmed starting conditions for each. The operational variables also include codification of the operational constructs used to govern how the facilities are managed. For example, there are trigger set
points that tell the model when to initiate ASR recovery and recharge at what flow rate. Another way of looking at operational constructs is to view them as the “rules of the game.� The process of discussing and evaluating each of these decision points is enlightening. It is critical to understand the triggers for when and why an organization makes its water-resource decisions in order to be able to then code them as logical statements in a model. The 60 climate-related variables provide the modeler the ability to vary historic rainfall, evaporation, and stream flow for the three streams that comprise the aggregate flow basis for the WUP on a monthly basis. These variables are set up as a forcing function and are originally set to 100 percent, but can be changed upward or downward as appropriate to evaluate contemplated effects of wetter or drier conditions.
Mass Balance Equations In this model, each reservoir is assumed to be fully mixed and homogenous. The model moves sequentially through the subsystems, solving for volume and flow, beginning with customer demands and working back towards the river. Once all flows and volumes are known, concentrations can then be calculated, but this time starting at the river and working back towards the customer. Mass balance relationships expressed over time are like a journey: where it ends depends on where it starts, how fast the travel is, and for how long. The basic TDS continuity equation for an open system with conservation of mass can be expressed as:
where: TDSt = concentration at the beginning of the day TDSt+1 = concentration at the end of the day Vt = system volume at the beginning of the day Qi = any flow into or out of the system (flows into the system would have a positive sign, whereas flows out of the system would have a negative sign) TDSi = the concentration of any flow Qi which crosses the system boundary and is always positive in sign n = the number of streams crossing the system boundary Continued on page 30 Florida Water Resources Journal • September 2014
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Continued from page 29 The lengthy expression development steps for the concentration at the end of the day for Reservoirs No. 1 and No. 2 are not included here for brevity. However, the final equations for the concentration at the end of the day for Reservoirs No. 1 and 2, respectively, C1t+1 and C2t+1 are presented in Figure 7.
Time Well Spent: Design of the User Interface This moderately complex model has over 100 input variables and each model run yields six simultaneous scenario results. Simply put, the workspace, at nearly 600 columns wide and 16,000 rows long, is enormous. A great amount of time was devoted to planning the workspace and developing an interface panel that included all variables, as well as the summary results for the six scenarios. The resulting
interface panel is 42 columns wide by 24 rows high and includes a graph of the quantity and quality reliability findings for the model run. The design makes it possible for modelers to never have to need to leave this interface panel unless they wish to scroll down or over to explore some of the individual embedded graphs or statistics. Figure 8 includes a screenshot of the PRO-PAT main user interface panel. A well-designed interface panel allows modelers to focus their energy and attention on scenario analysis, reduces wasted time, and cuts down on mistakes.
Model Runs With and Without Temperature, Rainfall, or Stream Flow Variation Figure 9 presents reliability results for the base condition model run without temperature, rainfall, or stream flow variation; note
that sea level rise is not projected to have any impact at all on quantity reliability through SLR 4. For the worst-case SLR scenario, SLR Case 5, quantity reliability was still greater than 98 percent. The quality reliability values tell a slightly different story; the effects of sea level rise are evident with each scenario falling to as low as 84.8 percent for SLR Case 5, but again, this is the worst-case scenario for over 50 years into the future, assuming no improvements are implemented. Next, the climate forcing function variables are used to reduce stream flow and rainfall from April–September, from 100 percent down to 85 percent. The evaporation was also increased due to the projected hotter conditions from 100 to 115 percent over the same timeframe. Figure 10 presents reliability results for the base condition model run with these climate variation changes. Overall quantity reliability values have fallen by about 0.4 percent across the full range of SLR scenarios as compared with the model run prior to implementing the climate variability changes. Quality reliability was also reduced as compared with the value presented in the prior section, and ranged from 0.5 percent less reliability for the baseline condition to 3 percent lower for the worse-case sea level rise scenario at just 81.7 percent. This exercise demonstrates how the model can be used to quickly assess the effects of climate variability.
Exploring Adaptation Management Strategies
Figure 9. Base Model Results Without Temperature, Rainfall, and Stream Flow Variation
Figure 10. Base Model With Temperature, Rainfall, and Stream Flow Variation
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Adaptation management strategies are approaches that can help a utility overcome the effects of future sea level rise and climate variability. Two strategies are explored here: adding more raw water storage, and adding a supplemental source of supply. Figure 11 presents the reliability results obtained if 6 BG of additional raw water storage were added, along with an additional 80 mgd of river diversion pumping capability. This strategy results in 100 percent quantity reliability for all scenarios, even the worst-case SLR Case 5 scenario. Quality reliability is also much improved, increasing for all scenarios and almost reaching 94 percent for the worst-case SLR Case 5 scenario. Now, instead of adding additional raw water storage, consider a strategy consisting of adding a supplemental source of supply in the form of a brackish groundwater RO source. Using the PRO-PAT model an RO module can be programmed with a maximum productive capacity of 6 mgd running at a base production rate of 3.5 mgd. The model includes a trigger point for when the RO module should be compelled to ramp up from the base pro-
duction rate to maximum capacity. This strategy has a double benefit: it not only offsets a supply need from surface waters, but also beneficially dilutes the finished water leaving the facility. That ramp-up trigger was set at 4 BG of raw water storage for these runs. Figure 12 presents the results. One of the first observations is that the run achieved 100 percent quantity reliability for all except the worst-case SLR Case 5 scenario, which had 99.46 percent reliability, although that is still very good. The quality reliability values were generally a bit lower than the storage-based example, with the exception of the worst-case SLR Case 5 scenario where there was an almost 2 percent improvement in reliability over the storagebased solution.
Figure 11. Adaptation Management Strategy 1: Additional Raw Water Storage
Conclusions Water supply managers face significant challenges from future climate-related uncertainties. Decision tools can play an important supporting role in placing prospective risks into comparative context, as well as helping guide industry leaders in making difficult decisions. Climate-prediction science is complex and evolving, and the ultimate role that anthropogenic factors play in determining future climate conditions is still being debated. However, few would dispute that the Earth has always been in a state of change, and recent extreme weather events support the hypothesis that there is a great deal more variability in weather and climate patterns than previously understood. In the future, projections show that Florida can expect hotter, drier conditions than in the past. Storms and rainfall events are likely to be more extreme and sea level is projected to rise from 1 to 4 ft above present levels by 2100. The Authority’s development of the PRO-PAT toolset gives it the ability to gauge its water supply asset portfolio within a sustainability context and gives it a tool with which to explore selected adaptation management strategies. The utility’s storage-dependent design concept is well suited to future climate variability, and little impact from sea level rise is projected before 2075. The model demonstrates the viability of adaptive management strategies, such as adding raw water storage or a supplemental groundwater source. Either of these strategies would handily provide the Authority the capability to overcome any loss in reliability as a result of climate variation and sea level rise in this century. The PRO-PAT model only generates reliability data and cannot replace the value of a robust engineering cost-benefit analysis of
Figure 12. Adaptation Management Strategy 2: A Brackish Water Reverse Osmosis Module
alternatives or the value of a diversified portfolio of sources in furthering water supply system resiliency. There are many other plausible adaptation management strategies, such as relocating the river intake pumps further upstream; however, the space allowed here does not afford the opportunity for an exhaustive review of all possible alternatives. Finally, climate variability projections are not a precise science and projections are constantly being revised and updated. Utilities need to be prepared to update and calibrate their decision tools frequently to reflect the latest techniques and projections to ensure that their strategic planning framework reflects the latest guidance.
Acknowledgements The origins of the PRO-PAT model can be traced to early work by staff at the South-
west Florida Water Management District who developed a spreadsheet-driven flow engine that converted historic stream flow into available diversion quantities and projected Authority usage of the resource, including interplay of ASR operations. Ralph Montgomery with Atkins provided valuable guidance on sea level rise scenarios and the potential for water quality changes. Pete Larkin and Ryan Messer of CH2M HILL, and Mark McNeal of ASRUS Inc., provided guidance on ASR recovery water quality modeling. Lastly, the authors would like to recognize the many scientists, professional educators, utility representatives, and government agency participants with the Florida Water and Climate Alliance (www.floridawca.org) for their support in furthering the knowledge base in this important area.
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FSAWWA SPEAKING OUT
Big Dreams and Big Goals: We Have a Big Job to Do! Carl R. Larrabee Jr. Chair, FSAWWA
o you dream? I mean, do you consciously think about what can be that isn't? Look around you. Look at all of the neat things that surround us each and every day. How many things do you just take for granted that a century, half a century, or even a decade ago didn’t exist? Now, you could be thinking I'm only referring to inventions. There certainly are many inventions we use every day, but so many "new" things aren't just inventions.
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How about people? Were you around a hundred years ago? Fifty years to a couple of decades might be more like it. In August, I attended a 90th birthday celebration for one of our Florida Section's living legends: Dr. Edward Singley. What a treat! Dr. Singley served as our section's chair and then as the AWWA president. In the water field he has taught, invented, led, and most importantly, inspired others. What a life he has lived! Oh, did I say he's also a golfer? Numerous advances in water treatment providing safe drinking water started with the birth of AWWA in 1881 by 22 men—and they haven’t stopped since. People like Dr. Singley built on that foundation established before him, and we continue to build on it to supply safe drinking water to hundreds of millions of our customers 24 hours a day, seven days a week.
September 2014 • Florida Water Resources Journal
The common factor in all of these improvements is that people, like you and me, saw a need and made dreams a reality. Dreams, inspiration, and people make a wonderful combination. If you’re reading this, you have at least a third of that combination right now! I recently returned from the AWWA summer workshop in Denver. The guest speaker was a young man named Chad Pregracke. I listened to his story and just had to buy his book, From the Bottom Up: One Man's Crusade to Clean America's Rivers. He grew up on the Mississippi River and joined his older brother clam diving at age 15. For the next seven years, everywhere he went along the river was filthy with tires, plastic bottles, steel drums, and even bowling balls! He decided to clean up the Mississippi River. Employees of his nonprofit company, Living Lands and Waters, and more than 70,000 volunteers collected 67,000 tires, 1000 refrigerators, 218 washing machines, 19 tractors, and 4 pianos that were among thousands of tons of refuse, in the organization’s first 15 years. He has now been at it for 17 years, expanding his reach by working along the Ohio, Missouri, and Potomac rivers, among many others. Pregracke writes in the appendix of his book: "Set high goals, but realize that the bigger the goal, the more persistence, dedication, focus, and sacrifice it will take to achieve it. Big goals are accomplished only by taking small steps, and it starts with a single, small action." Dr. Singley, Chad Pregracke, you, and me—we all have the gift of life; along with it come opportunities. There are many dreams still available out there. Go find yours! As the American musician Jamie Grace sings: “Do Life Big.”
Operators: Take the CEU Challenge! Members of the Florida Water & Pollution Control Association (FWPCOA) may earn continuing education units through the CEU Challenge! Answer the questions published on this page, based on the technical articles in this month’s issue. Circle the letter of each correct answer. There is only one correct answer to each question! Answer 80 percent of the questions on any article correctly to earn 0.1 CEU for your license. Retests are available.
This month’s editorial theme is Emerging Issues and Water Resources Management. Look above each set of questions to see if it is for water operators (DW), distribution system operators (DS), or wastewater operators (WW). Mail the completed page (or a photocopy) to: Florida Environmental Professionals Training, P.O. Box 33119, Palm Beach Gardens, FL 33420-3119. Enclose $15 for each set of questions you choose to answer (make checks payable to FWPCOA). You MUST be an FWPCOA member before you can submit your answers!
City of Daytona Beach Utilizes Glycerol in a Unique Application for Enhanced Biological Phosphorus Removal Gary R. Johnson, Christopher J. Wall, Robert Terpstra, Tami Minigh, and Michael Saunders (Article 1: CEU = 0.1 WW) 1. The primary intended purpose for glycerol addition was to a. enhance settling. b. directly oxidize nutrient compounds. c. increase dissolved oxygen. d. provide a supplemental carbon source. 2. The initial phosphorus removal study for this facility recommended the addition of ____________________, which began in October 2009. a. lime b. alum c. polymer d. sodium hexametaphosphate 3. Five-stage Bardenpho process literature typically references a _____ ratio of 25 for proper operation. a. C:P b. BOD:P c. N:P d. O:P 4. Which of the following is not identified as a potential supplemental source of volatile fatty acid or carbon to support polyphosphate-accumulating microorganisms (PAO) enrichment? a. Acetic acid b. Acetate c. Aecondary sludge overflow d. Propionic/acetic acid mixture
___________________________________________ SUBSCRIBER NAME (please print)
Article 1 ________________________________________ LICENSE NUMBER for Which CEUs Should Be Awarded
If paying by credit card, fax to (561) 625-4858 providing the following information:
___________________________________________
5. In the regional profile taken on June 26, 2016, which of the following constituents increased in concentration between anoxic 1 zone effluent and aerobic zone effluent? a. Nitrate-nitrite b. Total phosphorus c. Ammonia nitrogen d. Ortho phosphate
(Credit Card Number)
Earn CEUs by answering questions from previous Journal issues!
___________________________________________
Contact FWPCOA at membership@fwpcoa.org or at 561-840-0340. Articles from past issues can be viewed on the Journal website, www.fwrj.com.
(Expiration Date)
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PROCESS PAGE Greetings from the FWEA Wastewater Process Committee! This month’s column will highlight the City of Lake Wales’s Sam P. Robinson Reclaimed Water Treatment Plant. This plant took first runner-up for this year’s Earl B. Phelps award in the advanced secondary treatment category. We hope that you will enjoy reading about another outstanding treatment facility and maybe learn something that can be implemented at your facility.
Figure 1. Sam P. Robinson Reclaimed Water Treatment Plant Processes
Kevin Vickers and Ted Long he Sam P. Robinson Reclaimed Water Treatment Plant is located in central Polk County. A summary of the plant processes is included in Figure 1. The facility has a permitted capacity of 2.19 mgd (average daily flow) and currently operates at 0.996 mgd, or 45 percent of capacity. The basis of biological treatment is a 1.86 mil gal (MG) lakeside oxidation ditch. Effluent disposal is through public access reuse and a seven-cell rapid infiltration basin (RIB) system. The facility underwent an expansion/upgrade in 2012 to improve nutrient removal performance and replace aging equipment. The plant upgrades included: Installation of new fine screen at the headworks Installation of two new disc rotor aerators Replacement of the existing rotor motor assemblies Installation of the Lakeside Sharp–Nutrient Control System with dissolved oxygen (DO) and oxidation/reduction potential (ORP) probes Installation of variable-frequency drives for rotors
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Conversion of the existing travelling bridge sand filter to two new disc filters Construction of a new aerobic digester Replacement of existing clarifier mechanisms With the new nutrient control system and variable-frequency drive (VFD) rotors, operators can set automatic controls for the aeration equipment to optimize nutrient removal and minimize power consumption. Control is maintained primarily utilizing the DO probes, which speed up or slow down the rotors to maintain a DO set point. Since the upgrade, the facility’s performance has been excellent and considerably below permitted limits. Table 1 summarizes the influent and effluent water quality. As with many facilities, the high-quality effluent is a
September 2014 • Florida Water Resources Journal
direct result of the harmony between the equipment technology at the plant and a staff of very engaged operators. Solids are removed from the process by wasting to two aerobic digesters. After the digesters, solids are pumped to a flocculation/mixing tank that utilizes polymer injection prior to dewatering. From the flocculation/mixing tank the solids are dewatered through a screw press and conveyed to a truck to be hauled to a landfill. Alternatively, the facility also has two sludge drying beds available as backup, if needed. Kevin Vickers is an engineer with KimleyHorn in Ocala and Ted Long is lead operator for the City of Lake Wales Wastewater Treatment Facility.
Table 1. Summary of Influent and Effluent Water Quality
~ IN MEMORIAM ~ David Edward Clanton 1959-2014 David Edward Clanton, 55, executive director of utilities for the City of Lake City, passed away on July 23 in Gainesville after a sudden illness. Clanton worked for the city for 26 years. He started his career as a shift operator for Brevard County in 1978. From 1979 and 1985, he was the head operator of the West Melbourne Wastewater Treatment Plant. After a couple of years in private industry, Clanton began working for Lake City in 1989, where he became the wastewater treatment plant maintenance superintendent. In 1998, he was appointed director of the wastewater plant. In 2000, Clanton was recognized for outstanding service and received
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the Lake City Achievement Award. In August 2007, he became the executive director of Lake City Utilities. After a brief five-month stint as Lake City’s interim city manager, he returned to the executive director position, where he served until his retirement in March 2014. Clanton was very involved for many years with the Florida Water Pollution and Control Operators Association (FWPCOA) and was serving as its secretary/treasurer-elect. Born in Melbourne on Jan. 20, 1959, he had lived in Lake City for the past 32 years. He is survived by his wife, Peggy; sons Grange Coffin, Matthew Coffin, and Tyler Clanton; daughter Jennifer Sandell; brother Terry; and eight grandchildren.
C FACTOR
This and That
Jeff Poteet President, FWPCOA
hope you all had a fun, safe, and productive summer. I want to remind you that the FWPCOA Online Institute offers continuing education courses for water and wastewater treatment plant operators and water distribution operator license renewal that can be conveniently completed at your home or office computer. The tuition fee is only $15 per contact hour (0.1 CEU). Wastewater treatment plant operators should look for course numbers with the “WW” prefix, water treatment operators should look for the “DW” prefix, and water distribution system operators should look for the “DS” prefix. Keep track of your continuing education courses, as you can’t take the same course for continuing education credit during back-to-back license renewal cycles. Simply enroll in a course of your choos-
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ing, view the course presentation, pass a short end-of-course exam, and print the course completion certificate for your records. The Association will file your CEUs with the Florida Department of Environmental Protection (FDEP)—it’s that easy!
The FWPCOA training office address has been changed to: FWPCOA Training Office 4401 S. Hopkins Ave., Suite 108 Titusville, FL 32780-6679 Please update your records. And speaking of mailing addresses, during the last licensing renewal cycle, many operators didn’t receive their renewal notice due to incorrect addresses. Please verify your mailing address with us and update it if needed. It is the responsibility of each individual operator to notify our office of your current mailing address. A change of address can’t
September 2014 • Florida Water Resources Journal
be done over the phone; you need to complete a change of address form, and then fax or mail it to the address provided on the form.
The Florida Legislature has passed an act that requires the FDEP to conduct a comprehensive study and submit a report on the expansion of the beneficial use of reclaimed water, stormwater, and excess surface water in the state. The FDEP is further directed to coordinate with various stakeholders. The report must, among other things, identify measures that would lead to more efficient use of reclaimed water. Permit incentives, including extended terms, must also be addressed.
The next board of directors meeting will be held October 26 at the Jupiter Beach Resort in Jupiter. The Education meeting will be held the day before on October 25, at 3:00 p.m. I hope to see you there!
F W R J
Lake Marden Augmentation Capacity Rerating: A Water Resources Success! Brian J. Megic, Mark C. Ikeler, Mark L. Johnston, and Jackie Martin n 1997, Orange County Utilities (OCU) implemented a reuse feasibility study (RFS) in support of expanding the wastewater treatment system capacity at its Northwest Water Reclamation Facility (NWRF) from 3.5 to 7.5 mil gal per day (mgd) annual average daily flow (AADF). The reclaimed water management system at the NWRF at that time consisted of 13 rapid infiltration basins (RIBs) with a permitted capacity of 4.5 mgd AADF. The results of the 1997 study identified augmenting Lake Marden, an isolated karst lake located wholly within the limits of the NWRF property, as the preferred reclaimed water management expansion alternative. This alternative not only served to increase the reclaimed water management capacity of the NWRF, but it also served to recharge the underlying Floridan aquifer, thereby offsetting potential changes in groundwater levels due to regional pumping. Implementation was begun by OCU of the recommendations from the 1997 RFS, and the Lake Marden system was permitted through the Florida Department of Environmental Protection (FDEP) in 2003 at an operational capacity of 3 mgd AADF. The Lake Marden project has been included in the groundwater flow modeling used in support of past OCU consumptive use permits as beneficial recharge that offsets potential changes in groundwater levels that may result from regional groundwater withdrawals. In 2005, OCU completed construction and began operation of the Lake Marden treatment wetland and lake augmentation system at the NWRF. This system consists of approximately 67 acres of constructed wetlands used to further reduce nutrients in the reclaimed water produced at the NWRF prior to the direct augmentation of Lake Marden. From 2005 through 2008, flow to the wetlands was gradually increased to its permitted capacity of 3 mgd AADF, and flow, water level, and water quality data were closely monitored to ensure compliance with permitted and hydrologic limitations of the system. Based on field data, the system operated satisfactorily at its permitted capacity during this time.
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In 2008, FDEP issued OCU a temporary (24-month) authorization to increase the loading of the Lake Marden wetlands above the permit limit of 3 mgd AADF, up to approximately 3.5 mgd AADF. The intent of the Lake Marden rerating study was to empirically determine the capacity of the Lake Marden augmentation system using operational data (e.g., flow, water level, and water quality) collected from 2005 through 2010. This evaluation had several key components as follows: An evaluation of the quantity of seepage occurring from the treatment wetlands. Estimation of the increase in Upper Floridan aquifer (UFA) potentiometric surface resulting from increased recharge through Lake Marden (a karst lake feature). Development of a continuous simulation model to determine the maximum potential capacity of the system that would not cause adverse impacts near the NWRF. An evaluation of the potential nitrate concentrations that would be anticipated from the treatment wetland discharge structure once the NWRF was at its full permitted operational capacity of 7.5 mgd AADF. The analyses performed as part of the rerating study indicated that the Lake Marden system had been adequately functioning (quantity and quality) at its existing permitted capacity of 3 mgd AADF, and would continue to successfully operate at a higher recharge rate of 3.5 mgd under a wide array of climatic and operating conditions. Based on these analyses, OCU requested to increase the permitted capacity of the Lake Marden system with FDEP. In 2013, FDEP issued a permit to increase the capacity of the Lake Marden system from 3 to 3.5 mgd AADF, thereby increasing the reclaimed water management capacity at the NWRF and recharge to the underlying UFA in the area.
Lake Marden Wetland System Reclaimed water from the NWRF is discharged into the Lake Marden treatment wetland system. As previously discussed, the Lake Marden wetland system was constructed to
September 2014 • Florida Water Resources Journal
Brian J. Megic, P.E., is lead engineer with Liquid Solutions Group LLC in Orlando. Mark C. Ikeler, P.E., is project manager with Orange County Utilities in Orlando. Mark L. Johnston is senior environmental scientist with Parsons Brinckerhoff in Orlando. Jackie Martin, E.I., is hydrologist III with St. Johns River Water Management District in Palatka.
provide additional nutrient removal before reclaimed water is discharged into the lake. The treatment wetlands have a wetted area of approximately 67 acres and consist of three pairs of cascading cells (six total cells). The wetlands are encompassed by an exterior berm that contains a bentonite slurry wall to reduce the potential for seepage from the wetland. This was necessary because the wetland is located at the top of a sandy hill located in the karst region of central Florida. Stages within the wetland cells were controlled at higher elevations than the groundwater/surface water levels present in the area prior to construction of the wetland. The groundwater flow modeling results submitted to FDEP in support of the original permit application indicated that up to 0.3 mgd AADF of seepage from the wetlands laterally into the adjacent surficial aquifer system (SAS) and vertically to the underlying UFA would occur as a result of implementation of the project. The first step taken in determining the operational capacity of the Lake Marden project was to estimate the seepage occurring from the wetland system. This was necessary for two reasons: 1) To determine the total capacity of the Lake Marden project, not just the amount of water discharged directly to the lake from the wetlands. 2) To allow the project biologists to properly design future planting schedules in support of maintenance of the wetland system.
To determine the potential seepage from the wetland system, a water balance approach was implemented. The water balance for the wetland system was based on the continuity equation as follows: ∑ Inputs + ∑ Outputs = Δ Storage The above equation was expanded as follows: P + RWin – ET – RWout – Seep = Δ Storage where: P
= Precipitation within the footprint of wetland RWin = Observed discharge from the NWRF into the wetland ET = Evapotranspiration (ET) within the footprint of the wetland (based on literature values) RWout = Observed wetland discharge to Lake Marden Seep = Wetland seepage Δ Storage = Change in storage within the wetland The above equation was calculated in terms of mil gal (MG) for each daily time step. Seepage from the wetlands was calculated as follows: Seep = P + RWin – ET – RWout – Δ Storage Each wetland cell is controlled by a discharge structure similar to a typical ditch bottom inlet used in stormwater design. Boards are used within the discharge structures to control the water elevation of the wetlands. The NWRF operators have the ability to control the water elevation of the wetlands in response to climatic conditions, wetland maintenance, and various other operational factors. The change in storage or volume within the wetland on any given day was based on the historical stage and stage-storage relationship within each cell. The water balance was performed on a daily basis from Jan. 1, 2005, through Aug. 31, 2011. Seepage was calculated on a daily, monthly, and annual basis. Calculated wetland seepage turned out to be highly variable on a daily, and even monthly, increment. As such, it was elected to base seepage on the annual average rates, which were calculated based on the daily water budget. The average calculated seepage rate for the Lake Marden wetlands was 0.34 mgd AADF. These results are in reasonable agree-
Figure 1. Model Calibration: Observed and Predicted Lake Marden Stage Versus Time
ment with the original estimate of 0.3 mgd AADF determined using the groundwater flow modeling performed in support of the permitting and design of the project.
age was used to determine the actual capacity of Lake Marden. The continuity equation previously discussed was expanded to assess lake seepage capacity as follows:
Lake Marden Capacity
P + RO + SAS + RIBs + RWout – ET – QL = Δ Storage
The next step in this analysis was to determine the seepage capacity of Lake Marden. Reclaimed water that is discharged from the treatment wetlands to the lake is collected and stored within the depressional area associated with it. This depressional area is a karst feature with high leakance characteristics. Water stored in the lake recharges the UFA via diffuse leakance through the Intermediate Confining Unit (ICU), also referred to as the Hawthorn Formation, at the sinkhole feature that created Lake Marden. This results in both an increase in lake stage and UFA potentiometric surface elevation. Lake Marden stage and the underlying UFA potentiometric surface had an equilibrium relationship before the project was implemented and will reach a new equilibrium relationship for a specific recharge rate. The intent of this portion of the study was to attempt to identify that relationship and determine what recharge rate will not result in unacceptable affects from the increase in water levels associated with the project. Water Balance Approach A water balance approach similar to that used for the analysis of average wetland seep-
where: P RO
= Precipitation = Stormwater runoff contributing to Lake Marden SAS = Lateral groundwater seepage from the SAS into Lake Marden RIBs = RIB flow contribution to Lake Marden RWout = Wetland discharge to Lake Marden ET = Evapotranspiration = Diffuse leakage from Lake Marden QL to the underlying UFA Δ Storage = Change in storage within Lake Marden The above equation was calculated in terms of MG for each daily time step. Precipitation Direct precipitation on Lake Marden was based on the same rainfall series used for the treatment wetland water balance. Runoff Stormwater runoff contributing to Lake Marden resulting from rainfall on upland Continued on page 42
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Continued from page 41 areas surrounding the lake was calculated using the Soil Conservation Service (SCS) method. Pervious and impervious area estimates were obtained from the original Environmental Resource Permit (ERP) application submitted to FDEP in support of the lake project. Surficial Aquifer System Seepage Lateral seepage from the SAS to Lake Marden is a component of the water balance of the lake. The Dupuit-Forchheimer formula was used as an approximation in the continuous simulation model to estimate lateral groundwater seepage to the lake. Rapid Infiltration Basins This parameter is an estimate of the quantity of reclaimed water applied to RIBs that percolates into the SAS groundwater system and contributes flow to the lake. Wetland Discharge to Lake Marden The volume of water conveyed from the treatment wetland to the lake was based on metered data. Evapotranspiration Evapotranspiration rates were based on literature values and were applied to the wetted area of the lake based on the historical stage and stage-storage relationship. Leakance Leakance from the lake to the underlying UFA was based on the following equation:
QL = L x (StageLM – UFApot) where: L = Leakance (MG/ft) StageLM = Lake Marden stage (ft) UFApot = UFA potentiometric surface (ft) The UFA potentiometric surface was based on historical data collected from on-site UFA monitoring well MW-2. The stage of Lake Marden was calculated as part of the water balance model. The leakance term was used as a calibration parameter. Calibration The water balance model was calibrated based on lake stage data from Jan. 1, 1993, through Aug. 31, 2011. Calibration was achieved by adjusting the following parameters: SCS curve number (CN) II used in the calculation of stormwater runoff. SAS hydraulic conductivity (held within reasonable ranges derived from numerical groundwater flow models of the area). Lateral groundwater seepage (including the contribution from RIB flow). ICU leakance. An iterative calibration process was implemented and an uncertainty analysis was performed to identify the best combination of these parameters. The calibration results of the lake water balance model are presented in Figures 1 and 2. Model error ranged between -3.3 ft and 3.6 ft, with an average error of 0.02 ft. The absolute error and root mean square error were 0.38 ft and 0.96 ft, respectively.
Figure 2. Model Calibration: Observed Lake Marden Stage Versus Predicted Stage
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Simulations Once the lake water balance model was calibrated, it was used to perform predictive simulations. The following changes were made to the model: Watershed information was updated to postdevelopment conditions (e.g., total acreage, impervious acreage, etc.) for the entire simulation. The historical UFA potentiometric surface data series used in the calibration simulation was updated to reflect the operation of the lake project in the predictive simulations. This was done by calculating a mounding factor, which for the purposes of this analysis, was defined as the change in UFA potentiometric surface elevation to change in reclaimed water application at the project. The mounding factor was estimated based on simple statistical evaluations of UFA potentiometric surface elevations observed in wells at the NWRF and wells far enough from the NWRF to likely not be affected by reclaimed water application at the NWRF, and on the results of the numerical groundwater flow model, developed in support of the original FDEP permit application for the project. Based on the results of the evaluations performed to estimate the response in the UFA potentiometric surface resulting from recharge associated with the project, it was assumed that the UFA potentiometric surface elevation beneath the lake would increase approximately 0.7 ft/mgd AADF of recharge. The mounding factor was used to adjust the historical UFA potentiometric surface elevations used in the model to reflect what the elevations would have been if the project had operated at a higher target capacity from 1993 to 2010. If this adjustment to the UFA potentiometric surface was not made in the future simulations, the UFA potentiometric surface used in the model would be too low and would not fully include the effects of the project on the underlying potentiometric surface. The model was updated to automatically calculate the following results: o Peak Lake Marden stage o Normal high Lake Marden stage o Average Lake Marden stage o Lake Marden stage resulting from a design storm event The normal high stage was calculated as the average of the peak stage for each year from 1993 through 2010. The stage resulting from a design storm event was calculated based on information contained in the original ERP submitted in support of the project.
The updated version of the model as described was then used to perform predictive simulations.
Table 1. Lake Marden Water Balance Model Results
Results The project was originally permitted for a capacity of 3 mgd AADF. The intent of this study was to determine if the capacity of the system could be increased above the original permitted capacity. This was achieved by performing predictive simulations with the Lake Marden water balance model to simulate higher project loading rates, which are summarized in Table 1. To determine if the predicted stages associated with higher loading rates were acceptable, the critical elevation evaluation performed in support of the original ERP for the project was reviewed. Based on this information, the evaluation submitted in support of the ERP for the project recommended a critical elevation of 90 ft-National Geodetic Vertical Datum (NGVD). Based on the results of the lake water balance model and the constraint evaluation, a recharge capacity of 3.5 mgd AADF for the lake system (including wetland seepage), was selected as the rerating capacity to request from FDEP. A recharge capacity of 3.75 mgd was not selected for conservatism to allow greater freeboard between predicted peak stage and the identified constraint elevation of 90 ft-NGVD. The selected recharge capacity of 3.5 mgd AADF was further supported by the temporary loading test performed in 2010, during which the system successfully functioned at a capacity of approximately 3.5 mgd AADF. The predicted stage in the lake associated with a project loading capacity of 3.5 mgd AADF is presented in Figure 3, under the historical climatic conditions that occurred between 1993 and 2010.
Water Quality In addition to the hydraulic acceptance capacity of the lake system, the quality of the water conveyed to the lake was also evaluated. The FDEP wastewater operational permit for the NWRF has the following limitations (pertinent to this project) with regard to water quality: Reclaimed water generated at the NWRF (e.g., plant effluent): 12 mg/L nitrate (as nitrogen). Water conveyed from the lake treatment wetland to Lake Marden: 3 mg/L nitrate (as nitrogen). The lake treatment wetland system was originally designed for a capacity of 3 mgd
Figure 3. Predicted Lake Marden Stage at a 3.5 mgd AADF Operating Capacity
AADF. As part of this effort, it is proposed to increase the capacity of the lake system; it is not proposed as part of this effort to increase the size of the treatment wetlands. As such, a brief analysis was performed to determine if a higher flow rate could be accommodated within the existing footprint of the treatment wetland. Nitrate concentration (in mg/L) was measured in the treatment wetland influent and effluent from December 2004 through December 2010. The historical average nitrate concentration in the reclaimed conveyed to the treatment wetlands was 4.8 mg/L. The historical average nitrate concentration in the water discharged from the wetlands to the lake was 0.35 mg/L. Though the historical nitrate concentration data were not continuous, nor were wetland influent and effluent data always collected on the same days or at the same frequency, this summary data provides a general indication that the wetlands removed approximately 93 percent (e.g., removal efficiency) of the nitrate in the water conveyed to the system. The nitrate removal efficiency of the wetlands varied between 92.0 and 96.5 percent from
2005 through 2010. The wetlands were operated above their permitted capacity of 3 mgd AADF in 2009 and 2010. The resulting percent nitrate removal rates observed in those two years were similar to the removal rates observed from 2005 through 2008, during which the wetlands were operated near or below their permitted capacity. Based on this, it appears that the treatment wetlands were effectively removing nitrates from the reclaimed water conveyed to the wetlands, even at flow rates above the permitted capacity of the system. However, more detailed analyses were performed to provide additional reasonable assurance that the wetlands would effectively function under a wider range of operating conditions. This is discussed in more detail. The NWRF was designed for a treatment capacity of 7.5 mgd AADF. It was also designed to meet a 12 mg/L nitrate concentration limitation. However, from 2005 through 2010, the NWRF was operated between 3.95 and 5.58 mgd AADF, below the plant design capacity. Because the plant was operating below its caContinued on page 44
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Continued from page 43 pacity, higher nitrate production could occur than had been observed historically once the plant was operating at its full design capacity (depending on how the plant was operated). As such, a brief analysis was performed to determine potential nitrate production at the NWRF at its full design capacity and the associated treatment wetland system nitrate removal efficiency. A synthetic flow series for the NWRF that simulates how the plant would operate on a daily basis under its full design capacity was developed. This was achieved by normalizing historical daily plant flows and then multiplying the normalized daily plant flows by the de-
sign capacity of the plant (7.5 mgd AADF). A synthetic nitrate series was then developed to simulate nitrate production at full design capacity of the plant. This is based on the following equation: NO3(syn) = Q(syn) x P-NO3(avg) x NO3(norm) where: NO3(syn) = Synthetic nitrate loading (kg) Q(syn) = Synthetic plant flow (mgd) P-NO3(avg) = Average nitrate production rate (kg/mgd) NO3(norm) = Normalized nitrate loading (based on observed data)
Table 2. Monthly Treatment Wetland Nitrate Removal Efficiency
Figure 4. Synthetic Treatment Wetland Influent and Effluent Nitrate Concentrations
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Historical nitrate concentrations were normalized in a similar manner used to develop the normalized plant flow series. An average nitrate production rate of 20.2 kg/mgd was used based on historical data and operating conditions. A synthetic nitrate data series based on the synthetic flow series associated with the plant design capacity of 7.5 mgd AADF was developed based on this average nitrate production rate. This represents the daily nitrate concentration that might be expected in reclaimed water produced at the NWRF when the plant is operating at its full design capacity. This data series was then converted back to units of mg/L. The next step was to develop a nitrate removal efficiency rate for the treatment wetland that could be applied to the synthetic nitrate series calculated previously. First, an estimate of the residence time of the wetland was developed. The difficulty with integrating residence time into the analysis is that residence time is constantly changing depending on the depth at which the wetlands are operated, flow into the wetlands, rainfall, and other parameters. The data exist to approximate the residence time of the wetland on a daily basis using the wetland water balance model previously discussed; however, the complexity of calculating the daily residence time would not significantly improve the results of the analysis. Furthermore, observed nitrate data are not available on a daily basis, nor are the influent and effluent observed nitrate data always available on the same day. As such, incorporating a calculation of daily residence time would be complex and likely beyond the level of complexity required for this analysis. Instead, an approximate daily average residence time was calculated based on a wetland size of 67 acres and a typical operating depth of 2 ft, which are the approximate dimensions of the wetland. This equates to a wetland volume of 43.7 MG. This volume was divided into the daily flow rate conveyed to the wetlands to calculate a daily residence time. It was found that the average residence time for the period of record was approximately 19 days. The average residence time of 19 days is associated with an average flow rate of 2.76 mgd AADF. In 2009 and 2010, when the wetlands were operated above their permitted capacity of 3.0 mgd AADF, the calculated residence times were 18 days (3.24 mgd AADF) and 17 days (3.47 mgd AADF), respectively. This is not a significantly different residence time; therefore, 19 days was adequate for this analysis. The typical residence time estimated for this project was used to develop moving average data series for the historical wetland in-
fluent and effluent nitrate data. The 19-day moving average influent nitrate series was then lagged 19 days. The daily percent removal efficiency was then recalculated based on the unlagged 19-day moving average influent nitrate series and the lagged 19-day moving average effluent nitrate series. In doing this, the average influent nitrate concentration on any given day is compared to the average effluent nitrate concentration that is observed 19 days in the future (approximately when the water leaves the wetland). The moving average approach was used to develop a continuous daily data series. Once the new set of daily treatment wetland percent removal efficiencies was calculated, the monthly average removal efficiencies were recalculated, as presented in Table 2. The average monthly percent removal efficiencies were applied to the synthetic nitrate series previously developed. The synthetic nitrate series represents the nitrate concentrations expected to be observed in the reclaimed water conveyed to the wetlands when the NWRF is operating at its full design capacity of 7.5 mgd AADF. The average reclaimed water nitrate concentration predicted for the 7.5 mgd AADF design capacity of the plant was 5.4 mg/L. The predicted maximum daily reclaimed water nitrate concentrations were below the regulatory limitation of 12 mg/L. This synthetic nitrate series was assumed to be the nitrate concentrations in the reclaimed water conveyed to the Lake Marden wetlands. Applying the average monthly nitrate removal efficiencies calculated for the treatment wetlands, the average and maximum nitrate concentrations predicted for the wetland effluent (e.g., the water conveyed to Lake Marden) were 0.25 mg/L and 2.58 mg/L, respectively. This is within the permit limitation of 3 mg/L. The predicted treatment wetland influent and effluent nitrate concentrations associated with a synthetic plant flow series of 7.5 mgd AADF are presented in Figure 4. Based on this analysis, it is expected that nitrate concentrations in the treatment wetland effluent (e.g., the water conveyed to Lake Marden) will be well within the 3 mg/L permit limitation under expected operating conditions.
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Certification Boulevard
Roy Pelletier 1. Heavy metals are considered a pollutant because of their: A. Color C. Weight
B. Appearance D. Toxicity
2. In which form are nutrients better utilized by microorganisms in a biological treatment process? A. Particulate C. Gaseous
B. Solid D. Soluble
3. What is a typical return activated sludge (RAS)-to-Q ratio for an extended aeration activated sludge process? A. B. C. D.
10 to 25 percent 25 to 50 percent 1 to 2 percent 75 to 100 percent
SEND US YOUR QUESTIONS Readers are welcome to submit questions or exercises on water or wastewater treatment plant operations for publication in Certification Boulevard. Send your question (with the answer) or your exercise (with the solution) by email to roy.pelletier@cityoforlando.net, or by mail to: Roy Pelletier Wastewater Project Consultant City of Orlando Public Works Department Environmental Services Wastewater Division 5100 L.B. McLeod Road Orlando, FL 32811 407-716-2971
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Test Your Knowledge of Emerging Issues and Industrial Applications 4. An industrial facility has a confined space manhole with hazardous gas, and the vapor density of the hazardous gas present is 0.92; where is this gas more likely to be found? A. Near the ceiling. B. Equally distributed throughout the space. C. Near the floor. D. At this density, the gas will dissipate immediately. 5. In what section of the 40 Code of Federal Regulations (CFR) will you find general pretreatment regulations? A. 408 B. 403 C. 406 D. 412
6. What happens to the activity rate of activated sludge microorganisms as the wastewater temperature increases by 10°C? A. B. C. D.
It triples. It doubles. It remains the same. It is cut in half.
7. Given the following data, calculate the carbonaceous biochemical oxygen demand (CBOD5) in a sample of industrial wastewater: • Sample volume = 2 ml • Initial dissolved oxygen = 6.2 mg/L • Final dissolved oxygen = 3.9 mg/L A. 460 mg/L B. 250 mg/L C. 345 mg/L D. 587 mg/L
LOOKING FOR ANSWERS?
Check the Archives Are you new to the water and wastewater field? Want to boost your knowledge about topics youʼll face each day as a water/wastewater professional? All past editions of Certification Boulevard through the year 2000 are available on the Florida Water Environment Associationʼs website at www.fwea.org. Click the “Site Map” button on the home page, then scroll down to the Certification Boulevard Archives, located below the Operations Research Committee.
September 2014 • Florida Water Resources Journal
8. An industrial waste facility has a total suspended solids (TSS) value of 1,560 mg/L entering its pretreatment process, with a TSS value of 275 mg/L entering the sanitary sewer. Calculate the percent removal of TSS in the pretreatment process. A. 29.3 percent C. 25.5 percent
B. 60.7 percent D. 82.4 percent
9. What may be the most common factor that a stormwater utility is based on? A. B. C. D.
Property value Impervious area Amount of annual rainfall Location of a water reclamation facility
10. What does the term aliquot mean? A. B. C. D.
Composite sample Grab sample The total volume of sample. A portion of a sample. Answers on page 66
FWPCOA TRAINING CALENDAR SCHEDULE YOUR CLASS TODAY! SEPTEMBER 2 ........Backflow Recert ............................................Lady Lake ..............$85/115 8-11 ........Backflow Tester ..............................................St Petersburg ..........$375/405 8-12 ........Wastewater Collection C, B........................Orlando ................$225/255 8-12 ........Water Distribution Level 2 & 3 ..............Deltona ..................$275/305 22-26 ........Wastewater Collection C, B........................Deltona ..................$325/355 26 ........Backflow Tester Recert*** ..........................Deltona ..................$85/115
OCTOBER 6-8 ........Backflow Repair ............................................Deltona ..................$275/305 20-23 ........Backflow Tester ..............................................Pensacola ..............$375/405 24 ........Backflow Tester Recert*** ..........................Deltona ..................$85/115
NOVEMBER 3-6 ........Backflow Tester ..............................................St. Petersburg..........$375/405 3-6 ........Backflow Tester ..............................................Deltona ..................$375/405 17-21 ........Reclaimed Water Field Site Inspector....Deltona ..................$350/380 21 ........Backflow Tester Recert*** ..........................Deltona ..................$85/115
DECEMBER 1-3 ........Backflow Repair ............................................Deltona ..................$275/305 Course registration forms are available at http://www.fwpcoa.org/forms.asp. For additional information on these courses or other training programs offered by the FWPCOA, please contact the FW&PCOA Training Office at (321) 383-9690 or training@fwpcoa.org. * Backflow recertification is also available the last day of Backflow Tester or Backflow Repair Classes with the exception of Deltona ** Evening classes
You are required to have your own calculator at state short schools and most other courses.
*** any retest given also Florida Water Resources Journal • September 2014
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Florida Student is a 2014 Stockholm Junior Water Prize Runner-Up The Stockholm Junior Water Prize (SJWP) is the world’s most prestigious youth award for water-related science projects submitted by high school students. In the United States, the Water Environment Federation (WEF) and its member associations organize the national, state, and regional competitions. This year, 48 state SJWP winners competed in the national contest, held June 13-14 in Herndon, Va. Zachary Loeb, a graduating senior from Melbourne, Fla., was named a runner-up. For the past five years he has conducted research on endocrine-distrupting compounds and their effects on the aquatic environment. The paper he submitted for the competition appears here.
Preventing the Global Reproductive Failure of Aquatic Life Through the Catalytic Treatment of Endocrine-Disrupting Compounds in Municipal Wastewater Zachary Loeb Estrogenic compounds are the best known and studied of all endocrine disruptors, which are chemicals that alter hormone production or function in animals and humans. Estrogenic compounds include natural plant compounds (phytoestrogens); heavy metals; synthetic chemicals (synthetic estrogen in birth control pills); persistent organochlorine pollutants, such as polychlorinated biphenyl (PCB) used as a cleaner in industrial processes; pesticides, such as dichlorodiphenyltrichloroethane (DDT); herbicides (Atrazine); industrial chemicals, such as nonylphenol (a byproduct of detergents); and bisphenol, which is used in polycarbonate plastics. For this study, natural estrogen (E2) and synthetic estrogen (EE2) will be used as estrogenic compounds as they are ubiquitous, and very low concentrations of these compounds can have a very large impact on aquatic life.
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Endocrine Modulators There is a group of endocrine disruptors that impact endocrine modulator pathways and result in an imbalance of hormones. Atrazine has been shown to escalate the amount of the aromatase protein that increases the conversion of testosterone to estrogen [1]. This causes reproductive processes to be adversely impacted and results in gender imbalances. Studies of Fathead Minnows, frogs, and rats have all shown adverse reproductive results from exposure to Atrazine. Impact of Estrogen Mimicker Exposure to the Aquatic Environment The growing body of evidence demonstrates that endocrine-disrupting compounds (EDCs), such as estrogen and estrogen mimickers, even in concentrations as low as 5 parts per tril (ppt), can cause potentially environmentally catastrophic results, including male fish feminization, reduced fertility, bioaccumulation, and significant behavioral pattern changes that, collectively, can cause
September 2014 • Florida Water Resources Journal
major food chains to collapse [2]. The EDCs are passed into the aquatic environment through urine containing residual estrogenic compounds from birth control pills and from personal care products. Industrial sources, including paper mill effluents containing bisphenol A (BPA) and stigmastanol, are also not eliminated during current wastewater treatment. It is urgent that catalytic wastewater treatment methods, such as FeTAML (iron–tetra-amido-macrocyclic-ligand) technology [3], be developed and deployed to cost-effectively eliminate these EDCs from the aquatic environment. Fish Population Studies Fish were examined at sites where treated wastewater flows into 80 rivers in 30 states across America [4]. Fish at these sites have consistently exhibited intersex tissues and reduced fertility. While this is an alarming finding, the actual risk to the environment is difficult to determine solely based on these samples. This led to the performance of a lake-level study
that conclusively demonstrated a high level of environment risk. Dr. Karen Kidd [2] conducted a study on Lake 260 of the Experimental Lakes Area of Canada. Synthetic estrogen found in birth control pills was added each month at concentrations of 5 ppt. The fish populations of the lake were carefully monitored. Within three years of consistent exposure to the synthetic estrogen, the Fathead Minnow population collapsed; no successful reproduction was observed. This demonstrates conclusively that the environmental risk of untreated EDCs to the aquatic environment is critical. Atrazine Atrazine was selected as one of the compounds to be studied for this research as it is known to act as an endocrine disruptor. This selection was also made because Atrazine is so persistent, it is found in wastewater streams, and even in drinking water. Approximately 800 mil pounds are used in the United States each year. Atrazine does not dissolve and degrades slowly in water, and it has been banned in European Union (EU) countries because of the potential harmful effects. Figure 1 shows the Atrazine usage in pounds/sq mi across the United States.
Figure 1. Atrazine Use in the United States
Table 1. Comparison of Treatment Options
Fe-TAML Advantages Over Other Treatment Methods Criteria for Selecting Water Treatment Methods for Research The following four criteria were considered in the selection of the water treatment methods to be used for further experimentation. First, the water treatment method must be what is known as an “end of pipe” or “polishing” method. This means that the method would be added after currently used water treatments are applied to wastewater. By meeting this requirement, a water treatment method can be quickly implemented by adding on to an existing wastewater treatment facility. The second criterion is a low- or medium-energy requirement for the treatment method. If a treatment method requires a high amount of energy, it will simply be too costly for widescale application. The third criterion is that the method must not be prone to high maintenance failure concerns so that it can be used in large-scale water treatment plants. The fourth criterion is that the treatment method must not create a new waste stream that requires disposal. As shown in table 1, of all the water methods evaluated, including [5] membranes, [6] granular activated carbon, [7] ozone, and [8] natural enzymes, the [3] Fe-TAML method is the most favorable method when measured against these selection criteria. Continued on page 50
Figure 2. Chemical Structure of Fe-TAML Florida Water Resources Journal • September 2014
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Continued from page 49 Fe-TAML Fe-TAML was created by the Green Chemistry Department of Carnegie Mellon University. When combined with hydrogen peroxide and added to wastewater, this compound can rapidly—within five minutes—eliminate estrogen and many estrogen mimickers to below measurable levels (>99 percent degradation) [3]
from the wastewater. This compound has been described as “fire in water” because, like fire, it oxidizes compounds, but it does this in water at room temperature. Figure 2 represents the chemical structure of Fe-TAML. A sample of Fe-TAML was obtained and used on the Atrazine, EE2, and E2 for this project’s research on Medaka Fish embryonic development.
ISO No. 3, Hour 48: Genistein Attached to Filaments
Control No. 6, Hour 48: Distilled Water Only Figure 3.
Figure 4. Sex Characteristics of Medaka Fish
Graph 1. Fe-TAML-Treated Growth Rate Versus Isoflavonoid Untreated Growth Rate
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September 2014 • Florida Water Resources Journal
Materials and Methods Method: Years 1-4 In Year-1 investigations, it was demonstrated that genistein isoflavonoids will impact the rate of the embryonic development of Medaka Fish. It showed that the exposure to isoflavonoid genistein reduced the rate of growth of the circumference of the medaka embryos by 40 percent. Figure 3 shows the comparison of a control medaka embryo to a genistein-exposed embryo at 48 hours of development. Year 2 monitored how genistein isoflavonoid water treated with Fe-TAML impacts the embryonic development of Medaka Fish. The chosen exposure concentration of the isoflavonoid genistein was 10 parts per mil (ppm). In the original genistein study [9], treatments with 1 ppm of genistein resulted in 72 percent of male medaka (as identified by the gonadal phenotype) having feminized secondary sex characteristics; this is shown in figure 4. A greater than 90 percent degradation of the genistein by the Fe-TAML treatment would result in no observable embryonic developmental impact, which would support the Year-2 hypothesis. This project was the first to conduct this research. The hypothesis was that the Fe-TAML would break down and eliminate the isoflavonoids and no toxic byproducts would be produced. By comparing the appropriate controls, this research showed the effectiveness of Fe-TAML as a potential solution for eliminating isoflavonoid estrogen EDCs from wastewater. As shown in graph 1, after 72 hours, the medaka eggs exposed to the isoflavonoid solution not treated by Fe-TAML grew at a 36 percent slower rate than the control untreated medaka eggs. The final results showed that after 72 hours, the medaka eggs exposed to isoflavonoid solution treated by Fe-TAML grew at the equivalent rate (within 5 percent) as the control untreated medaka eggs. Year-3 research monitored how nonylphenol monoethoxylate (NP1EO) water treated with Fe-TAML impacts the embryonic development of Medaka Fish. Once again, Fe-TAML was able to degrade the environmentally persistent NP1EO. An 81 percent reduction of NP1EO by Fe-TAML treatment was indicated by Gas Chromatography-Mass Spectrometry (GC-MS) concentration testing. The NP1EO-exposed group grew significantly slower than the Fe-TAML group. The medaka eggs exposed to the NP1EO solution that were not treated by Fe-TAML grew at a 31 percent slower rate after 72 hours than the control untreated medaka eggs. Figure 5 shows a comparison of a Fe-TAML-treated NP1EOexposed medaka embryo with a circumference of 5.53 mm, versus an untreated NP1EO-exposed medaka embryo, with a circumference of 4.83 mm at hour 60.
The final results after 72 hours showed that the medaka eggs exposed to the Fe-TAMLtreated nonylphenol monoethoxylate solution grew at the same rate (within 5 percent) as control untreated medaka eggs (all results with p < .05). Year 4 also focused on testing the effectiveness of Fe-TAML as a catalytic wastewater treatment for paper mill effluent. The methods included color testing, medaka assays, and concentration testing using U.S. Environmental Protection Agency (EPA) Method 8270 (BBP) and EPA Method 1698 (BPA). Both estrogenic and testosterone (stigmastanol) mimics were tested. Medaka development has been shown to be impacted by exposure to BPA and BBP [10]. The Fe-TAML treatment of the BPA, BBP, stigmastanol, and PME solutions was effective at eliminating any detectable impact of the EDC on the medaka eggs. No toxic byproducts were detectable. Additionally, color testing in Platinum Cobalt Units (PCU) of the paper mill effluent indicated a 200 percent increase of clarity, as shown in figure 6. Methods The current 2014 project focuses on testing the effectiveness of Fe-TAML as a catalytic wastewater treatment of municipal wastewater effluent (MWE), which often contains Atrazine, E2, EE2, and other EDCs. Samples of MWE were collected at the Orange County Water Reclamation Plant; both prechlorination and postchlorination samples were collected. Sodium sulfide was used to perform dechlorination immediately prior to enzyme-linked immunosorbent assay (ELISA) testing and medaka assays. The hypothesis tested was: Fe-TAML treatment will decrease the impact of the Atrazine, E2, and EE2 on medaka embryonic development and will not produce toxic byproducts. The Fe-TAML water treatment of the MWE will reduce the concentration of EDCs present. It will also act as a disinfectant, reducing the need for chlorine. Since MWE is a very complex water matrix, with multiple EDCs present, the testing required was exponentially higher than in the previous research. Nine experiments were performed with four different testing methods, as shown in table 2. The methods included bacteria count testing using membrane filtration to determine the effectiveness of Fe-TAML treatment for eliminating E. coli bacteria, as compared to current chlorination methods. Medaka assays and concentration testing using EPA Method 525.2 with solid-phase extraction were performed. The ELISA testing was also performed for Atrazine, E2, and EE2. In the treatment protocol using FeTAML, catalase is used to end the reaction and eliminate any leftover hydrogen peroxide (H2O2). Continued on page 52
Figure 5. Embryonic Development of Medaka Fish
Figure 6. The Before and After Fe-TAML Treatment Comparison of Clarity
Table 2. Experiments Performed for the Municipal Wastewater Study
Florida Water Resources Journal â&#x20AC;˘ September 2014
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Continued from page 51 Six eggs for each control (distilled, untreated, partial, and Fe-TAML-treated) were tested and monitored once a day for six days; this means 13 controls (x six eggs, x six days, x one observation per day) for a total of 468 observations per trial. If the hypothesis is correct, there should be no statistical difference between the Fe-TAML-treated embryos and the embryos exposed only to distilled water.
Table 3. Reaction Order and Graphical Method Utilized
Figure 7. Analysis of Variance Results for E. coli Testing
Materials, Concentrations, and Treatment Molar Ratios Medaka eggs were obtained from Aquatic Research Supply and kept in vitro in minipetri dishes, initially with rearing medium, until exposed to the control treatments. Chemicals. H2O2 (3 percent solution) was obtained from Walgreens Pharmacy, as well as distilled water and sodium bicarbonate. Atrazine (1000ug/ml), E2 (100 ug/ml), and EE2 (100 ug/ml) ampoules were obtained from Restex. Catalase was obtained from Carolina Biological Supply and kept refrigerated. Fe-TAML was obtained from the Green Chemistry Department of Carnegie Mellon University. Municipal wastewater effluent was obtained from the Iron Bridge Wastewater Treatment Plant, in cooperation with Orange County, Fla., both at the prechlorination and the postchlorination stage. Concentrations. The chosen exposure concentration of the Atrazine was 50 parts per
Graph 2. Fe-TAML Treatment Degradation Curves for E2, EE2, and Atrazine
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September 2014 â&#x20AC;˘ Florida Water Resources Journal
bil (ppb), or 50 ug/l; the chosen concentration of the E2 was 1.0 ppb, or 1 ug/l; and the chosen concentration of the EE2 was 1 ppb, or 1 ug/l. These concentrations were chosen so that a 70 percent or greater degradation rate would take the levels below the lowest observable effect levels, as indicated from research [14]. Molar Fe-TAML Treatment Concentrations. All molar concentrations are based on the ratios to the compound to be degraded. The moles/L ratios used are: H2O2 was 10 to 1, Fe-TAML was .02 to 1, and catalase was .005 to 1. The pH was adjusted to 8 using a sodium bicarbonate buffer. Treatment Protocol. Add the selected EDC solution into the beaker containing 2700 ml of distilled water to achieve the target concentration. Adjust pH to 8 by using sodium bicarbonate as needed. Pour 900 ml into the untreated, partiallytreated and fully-treated bottles respectively. Seal and label the untreated bottle. In the fully-treated bottle, add 75 ml of H202 (3 percent solution). Mix 2 mg of Fe-TAML in 10 ml of distilled water and add to the fully-treated bottle. After 20 minutes, add 5 ml of the catalase enzyme. In the partially-treated bottle, add 75 ml of H202 (3 percent solution). After 20 minutes, add 5 ml of catalase. Label a bottle Fe-TAML-treated. Add 750 ml of the EDC solution into the beaker. Add 75 ml of H202 (3 percent solution). Adjust pH to 8 by using sodium bicarbonate as needed. Add 25 ml of the Fe-TAML solution. After 2, 4, 6, 8, 12, and 30 minutes, add 50 ml of the catalase enzyme. Analyze this solution and record the concentration after Fe-TAML degradation.
ment of the Atrazine, E2, EE2, and MWE solutions is effective at eliminating any detectable impact of the EDC on the medaka eggs. No toxic byproducts were detectable. Additionally, bacteria testing in colony-forming units (CFU) of the municipal wastewater effluent indicated that Fe-TAML treatment was 25 times more effective than the current chlorination method used at the facility. The EDCexposed group grew significantly slower than the Fe-TAML group. The analysis revealed that the medaka eggs exposed to the Atrazine solution that were not treated by Fe-TAML grew at a slower rate than the control untreated medaka eggs after the 72hour period. The untreated E2 solution resulted in a 34 percent reduction in embryonic growth. The untreated EE2 growth rate reduction was 31 percent. The kinetics study measured the concentration versus time so a degradation law could be determined. The graphical methods that can be used to determine the reaction order are shown in table 3. For the EE2 and E2, the natural log of the concentration versus time was a straight line. This indicates that the E2 and EE2 reactions are a first-order reaction. For the Atrazine, the inverse of the concentration was plotted against time. A straight-line relationship was shown for
the Atrazine Fe-TAML reaction. This indicates a second-order reaction for Atrazine, which explains why Atrazine took nine minutes to degrade 90 percent, whereas E2 and EE2 degraded 90 percent in less than three minutes. It is likely that the chlorine in Atrazine causes this secondorder degradation reaction. The degradation curves from the reaction kinetic study are shown in graph 2. The slope of the line is the reaction constant k. The half-life for a first-order reaction is given by: t½ = .693/K; this was used to calculate the half-life of 48.2 seconds for E2 and 46.8 seconds for EE2. For a second-order reaction, the half-life at the initial concentration is given by: t½ = 1 / K [Ao], which was the equation used to calculate the half-life of 48.1 seconds for Atrazine. These half-lives agreed with the graphical observations for E2, EE2, and Atrazine.
Discussion This experimental design was created to allow the comparison of means using one-way analysis of variance (ANOVA) on each EDC group. Fe-TAML testing confirmed that the EDCs were degraded effectively so no impact to the development rate of the medaka embryos was evident. Only the treatment with Continued on page 54
Results Medaka development has been shown to be adversely impacted by exposure to the Atrazine, E2, and EE2. The Fe-TAML treat-
Figure 8. Side-by-Side Comparison of Fe-TAML Versus Standard Chlorination Florida Water Resources Journal • September 2014
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Continued from page 53 Fe-TAML eliminated any adverse effect from exposure to the EDCs and was shown to be statistically equivalent to distilled water. Additionally, the ANOVA results for the bacteria testing in figure 7 show that the bacteria count of the municipal wastewater effluent was reduced by over 25 times by the Fe-TAML treatment as compared to the chlorinated treatment. The statistical tests establish this to be true to a 95 percent confidence interval. Figure 8 visually shows the impact of FeTAML treatment on the bacteria count of the MWE, which is compared against the standard chlorine treatment methods currently used in municipal wastewater facilities. Graph 3 shows the difference in medaka embryonic growth in the partially-treated effluent and the Fe-TAML-treated embryos. A 28 percent reduction in growth rate was observed. The Atrazine untreated medaka embryos also developed heart issues and malformations, as seen in figure 9.
Graph 3. Medaka Embryonic Growth Partially-Treated Versus Fe-TAML-Treated Municipal Waste Water Effluent
Figure 9. Medaka Embryonic Growth Untreated Atrazine Versus Fe-TAML-Treated Hemorrhage Observation Captured
Automated Solid Phase Extraction (SPE) System Being Used
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Economic Study An initial economic study performed in this research indicated that a medium-sized 100 mil gal per day (mgd) municipal wastewater treatment plant (MWTP) would have a net savings of $2.4 million annually by deploying the Fe-TAML treatment and reducing chlorine usage. A large 250 mgd MWTP would save $10.4 million annually by deploying the Fe-TAML treatment. The savings would be higher in plants that require dechlorination of waste effluent. These estimates assume a 50 percent reduction in chlorine usage and include the estimated costs of the Fe-TAML treatment. The medaka assay results and T-Test statistical analysis (assessing whether the means of two groups are different from each other) clearly indicate that there is a significant statistical difference in the Atrazine concentrations after the Fe-TAML treatment. Solid-phase extraction (SPE) with sophisticated GC-MS was needed to get an actual quantification of the reduction of Atrazine that was achieved after the Fe-TAML treatment.
The Photos Show the Student Researcher Performing ELISA Testing
These tests show that the Fe-TAML treatment reduced the Atrazine by 93 percent, as is shown in the ELISA results. The ELISA testing (as shown in the photos) was also performed for the E2 and EE2 testing, in addition to the Atrazine. The E2 and EE2 were rapidly degraded by greater than 95 percent within three minutes. These tests confirmed degradation above 93 percent for all of the EDCs. The hypothesis tested was that Fe-TAML will decrease the impact of the Atrazine, E2, and EE2 on Medaka Fish embryonic development and will not produce toxic byproducts. The FeTAML water treatment of the MWE will reduce the concentration of EDCs present. It will also act as a disinfectant, reducing the need for chlorine. The summary of these results is shown in table 4. Both parts of the hypothesis were proven to be true by these results (α = .05).
Real-World Applications There is a tremendous array of applications for the Fe-TAML catalytic wastewater treatment tested in this project to reduce bioaccumulation pollutants from the environment. This research indicates that Fe-TAML treatment does not produce undesirable byproducts. Three very important and promising areas for application of this technology include: Industrial Effluent Treatment. The FeTAML catalysts with hydrogen peroxide have been used in full-scale field trials in New Zealand to remove the colored effluents in textile dyeing mills to clean up dyes that do not
stick to the fabrics; these dyes would end up in waterways. This type of pollution can cause miles-long dead zones due to the blocking of sunlight, as observed in Florida’s Fenholloway River and the feminization of male mosquitofish [12]. Wastewater Treatment Plants. One EDC, ethinyl estradiol, the active ingredient in the birth control pill, is excreted by humans and results in a major source of artificial environmental estrogenicity. This is incompletely removed by current technologies used by MWTPs. The Fe-TAML activator, as shown in this research in trace concentrations, activates hydrogen peroxide and was shown to rapidly degrade these natural and synthetic reproductive hormones found in agricultural and municipal effluent streams [3]. Year 2 of the research project demonstrated that the Fe-TAML activator effectively eliminated genistein, a potent phytoestrogen that impacts the gonadal development of Medaka Fish [9], which is found in agricultural runoff from intensive livestock operations. Agricultural Pesticides Cleanup of Soil. FeTAML activators with hydrogen peroxide appear to totally break down some organophosphorus compounds used as polymerization catalysts, lubricant additives, flame retardants, plant growth regulators, and surfactants. These are widely used in agricultural pesticides such as herbicides, fungicides, and insecticides. Although effective at curbing insect damage to crops, some organophosphorus compounds have been associated with neurotoxicity and other health problems.
Table 4. Results of Hypothesis Testing
Additional Application Areas. Application areas also include arsenic remediation and fuel treatment. The catalytic treatment method evaluated in this research can be used to degrade many major sources of EDC pollution.
Conclusion This research indicates that increased concentrations of EDCs have been found in rivers, oceans around the world, and even in the polar icecaps [11]. The Fe-TAML catalyst will degrade the EDCs commonly found in MWTP effluent [12] to the point that the treated water shows no impact to the embryonic development of the Medaka Fish. Additionally, the use of chlorine can be reduced since the Fe-TAML treatment acts as a highly effective disinfectant. While this research has focused on the aquatic environment, the spread of endocrine-disrupting compounds affects reproductive processes in other forms of wildlife, including amphibians [13] and mammals [14]. The exposure to EDCs such as Atrazine has been found to be ubiquitous [15] for humans as well, and is impactful to society because of the adverse health effects observed from exposure, such as links to heart disease, diabetes, and liver abnormalities [16]. Combine the global nature of EDCs with the potential impact to reproductive processes for many species, and it is evident that the scope of the damage from this pollution is very large. These EDCs, such as Atrazine, E2, and EE2, if left unchecked, could potentially cause a devastating collapse of fish populations [2], which would reduce the availability of fish as a food source and impact the entire food web. The Fe-TAML catalyst provides a significant new tool for wastewater treatment to eliminate endocrine-disrupting compounds, and its deployment should be urgently investigated. Responsible action is required to protect the aquatic environment—for today and for future generations. Continued on page 56
Papermill waste water effluent flowing into Florida rivers. (Source: Melissa Luce, July 2011, http://earthraidersenvironmentalscience.blogspot.com) Florida Water Resources Journal • September 2014
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Continued from page 55
Acknowledgements Thanks go to the following people and organizations for their help and support during this project: Mrs. Guytri Still – A mentor and former teacher who inspired me to find solutions for EDC pollution. Dr. Nelson Ying – Was instrumental in suggesting resources for this project and has encouraged, challenged, and mentored me. Dr. Terrence Collins – Director of Green Chemistry for Carnegie Mellon University of Pittsburgh, who provided samples of the Fe-TAML. Melanie Vrabel Adams – With EPA and a winner of the James W. Craig Pollution Prevention Award (2008, 2010), Washington, D.C. A key mentor and supporter for the past five years. Jacqueline Torbert – With the Orange County Utilities Quality Labs in Orlando and who allowed me to use its supervised laboratory for the Fe-TAML treatment protocol. Dr. Amy Gilliam and Diane Vaughn – With Orange County Utilities Water Quality Laboratory and who provided guidance and recommendations of laboratory methods
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to use to make sure the project had an efficient use of laboratory time. Scott Rampanthal – With the Orange County Utilities Quality Labs in Orlando who supported performing the GC-MS testing on the before-and-after FE-TAML treatments samples.
References [1]
Miyuki Suzawa; Holly A. Ingraham. The Herbicide Atrazine Activates Endocrine Gene Networks via Non-Steroidal NR5A Nuclear Receptors in Fish and Mammalian. PLoS ONE 3 (5): 1-11 (2008). [2] Kidd, K. A. Collapse of a fish population after exposure to synthetic estrogen. The National Academy of Science for USA. 2007, 104, (21), 8897 – 8901. [3] Shappell, N.; Vrabel, M. A.; Madsen, P. J.; Hunt, P.G.; Collins, T. J. Destruction of estrogens using Fe-TAML/peroxide catalyst. Environ. Sci. Technol. 2008, 42, 1296–1300. [4] Jobling, S.; Nolan, M.; Tyler, C. R.; Brighty, G.; Sumpter, J. P. Widespread sexual disruption in wild fish. Environ. Sci. Technol. 1998, 32, 2498-2506. [5] Yoon, Y.; Westerhoff, P.; Snyder, S. A.; Wert, E. C. Nanofiltration and ultrafiltration of endocrine disrupting compounds, pharmaceuticals, and personal care products. J.
September 2014 • Florida Water Resources Journal
Membr. Sci. 2006, 270, 88-100. Jones, O. A. H.; Voulvoulis, N.; and Lester, J. N. The occurrence and removal of selected pharmaceutical compounds in a sewage treatment works utilizing activated sludge treatment. Environ. Pollut. 2007, 145, 738744. [7] Kimura, A.; Taguchi, M.; Ohtani, Y.; Shimada, Y.; Hiratsuka, H.; Kojima, T. Treatment of wastewater having estrogen activity by ionizing radiation. Radiat. Phys. Chem. 2007, 76, 699-706. [8] Khan, U.; Nicell, J. A. Horseradish peroxidase-catalysed oxidation of aqueous natural and synthetic estrogen. J. Chem Tech Biotechnol. 2007, 82, 818–830. [9] Kiparissis, Y.; Balch, G. C.; Metcalfe, T. L.; Metcalfe, C. D. 2003. Effects of the Isoflavones Genistein and Equol on the Gonadal Development of Japanese Medaka (Oryzias latipes). Environ Health Perspect. 2003, 111, 1158-1163. doi:10.1289/ehp.5928. [10] Balch, G. C. ; Metcalfe, C.D. Developmental effects in Japanese medaka (Oryzias latipes) exposed to nonylphenol ethoxylates and their degradation products. Chemosphere Volume 62, 2006, 8, 1214-1223. [11] Dewailly, E; Ayotte, P; Bruneau, S. LaLiberte, C. Muir, D; and Norstrom, R. Human Exposure to Polychlorinated Bipheny is Through the Aquatic Food Chain in the Arctic. Dioxin '93, 13th International Symposium on Chlorinated Dioxins and Related Compound: Vienna, 1993, 14:173-175. [12] Lee, P.A.; Passehl, J. 1995. Delineation of Groundwater and Surface Water Areas Potentially Impacted by an Industrial Discharge to the Fenholloway River of Taylor County, Fla. Florida Department of Environmental Protection (FDEP). Tallahassee, Fla. [13] Oehlmann, J.; Schulte-Oehlmann, U.; Kloas, W.; Jagnytsch, O.; Lutz, I.; Kusk, K.; Wollenberger, L.; Santos, E. M.; Paull, G. C.; A critical analysis of the biological impacts of plasticizers on wildlife. Phil. Trans. R. Soc. B 2009, 364, 2047-2062. [14] Sharpe, R. M.; Fisher, J. S.; Millar, M. M.; Jobling, S.; and Sumpter, J. P. Gestational and lactational exposure of rats to xenoestrogens results in reduced testicular size and sperm production. Environmental Health Perspectives, 1995, 103(12):1136-1143. [15] Guenter, K.; Heinke, V.; Thiele, B.;, Kleist, E.; Prast, H.; Raeckner, T.. Endocrine Disrupting Nonylphenols Are Ubiquitous in Food, Environ. Sci. Technol., 2002, 36, 1676-1680. [16] Lang, I. A.; Galloway, T. S.; Scarlett, A.; Henley, W. E.; Depledge, M.; Wallace, R. B.; and Melzer, D. Association of urinary bisphenol A concentration with medical disorders and laboratory abnormalities in adults. JAMA. 2008, 300(11): 1303-10. [6]
News Beat Raymond Dennis has joined Stantec in its Tampa office as senior project manager in environmental services. An ecologist, Dennis has 19 years of experience in the fields of coastal and DENNIS freshwater wetland ecology, regulatory policy, habitat restoration and mapping, species surveys, and wildlife management. His professional accomplishments include the development of highly specialized restoration methods and a patented tool that have contributed to advancements in the coastal restoration ecology; adaptable and scalable systems for transplanting shallow and deeply rooted seagrass species; portable, shallow water vacuum equipment designed for restoring substrate elevations within sensitive coastal habitats; and a GPS-based seagrass mapping/ground-truthing method for assessment of areal coverage and trend analysis. Dennis received his bachelor of science degree in biological sciences (aquaculture) from the Florida Institute of Technology and is a certified professional wetland scientist. Also joining the Tampa office is Julia Millet. She has more than five years of experience in environmental resources management, with specialization in coastal regulations and permitting. Millet has a master of science degree in marine biology from NOVA Southeastern University Oceanographic Center in Dania Beach.
WeiserMazars, an accounting, tax, and advisory services firm, has released a report, titled “2014 U.S. Water Industry Outlook.” The report, developed from an extensive survey, found that the most significant challenges facing the water industry, according to 95 percent of its survey respondents, are aging infrastructure and capital needs, which were the top challenges presented in the 2012 report. The aging of management and plant workers is also a major concern, according to survey participants. The survey presented water-industry issues ranging from operations to finance and trends impacting the industry. The 2014 survey addressed several new topics, including pricing, nonrevenue water, service quality, and job opportunities. Participants represented a cross section of water workers, from operators to investors
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and technology/equipment solution vendors, with 67 percent coming from private companies and 18 percent from public companies. Eighty-six percent of the respondents are in management, with 75 percent in executive positions and 11 percent in middle management. An analysis of developing trends in the water industry was also new in the 2014 report, covering essential factors such as obtaining new and/or renewed contracts, annual revenue, operating costs, access to financing for critical upgrades, and the current process of obtaining approvals for changes in regulated rates. “The objective of the year’s report was to track the progress of the water industry over the past two years. The significantly larger number of participants gave us a clearer picture of the state of the industry in the United States,” said Jerome Devillers, head of water infrastructure/project financing. “Seeing the same key challenges in the 2012 and 2014 studies provides a wake-up call that the water industry remains at risk.” Go to http://weisermazars.com/images/WeiserMazars_2014_US_Water_Industry_Outlook.pdf to access the study.
Mike Nixon has joined the Sarasota office of McKim & Creed as an engineer intern. He will work as part of a project team, providing technical and design services in support of water, wasteNIXON water, reclaimed water, and stormwater infrastructure projects. He is a graduate of Florida Gulf Coast University, where he earned a degree in environmental engineering and served as the president and concrete canoe captain of the student chapter of the American Society of Civil Engineers, and as vice president of the student chapter of the Florida Water Environment Association. In the Daytona Beach office, Roberta Schneider-Bowden has been hired as an administrative assistant. She is a graduate of the Community College of Allegheny County, with several years of experience in administrative support for engineering SCHNEIDERfirms. BOWDEN
September 2014 • Florida Water Resources Journal
The South Florida Water Management District is improving water quality in the St. Lucie River and Estuary with construction of stormwater treatment wetlands in Martin County. As part of the Indian River LagoonSouth Phase 1 Project, the C-44 Reservoir and Stormwater Treatment Areas (STAs) will help capture, store, and clean local stormwater runoff before it reaches the river and estuary. All project components were originally planned to be built by the U.S. Army Corps of Engineers. The district’s governing board approved an agreement with the Corps that allows the district to expedite construction of the STAs, a pump station, and a portion of the project discharge canal. Under the agreement, construction on 6,300 acres of water-cleaning wetlands is planned to begin in October and be completed in 2017. When the project is operational, water will be pumped into the STAs, which are treatment wetlands-containing plants, such as cattails, pickerel weed, and bulrush. This vegetation removes and stores nutrients, including phosphorus, from the water before it flows into the St. Lucie River and Estuary.
For almost 20 years, water flowing from farmland in the Everglades Agricultural Area (EAA) has had phosphorus reductions that exceed those required by law. Implementation of improved farming techniques resulted in a 63 percent phosphorus reduction in the 470,000-acre EAA farming region south of Lake Okeechobee for the water monitoring period of May 1, 2013 to April 30, 2014. The requirement calls for a 25 percent reduction in phosphorus. A science-based model is used to compute the reductions and make adjustments to account for influences such as rainfall. The improved farming techniques include refined stormwater practices, on-farm erosion controls, and more precise fertilizer application methods.
New Products HydroPoint offers WeatherTRAK, a smart irrigation system for commercial and municipal landscapes, with more than 28,000 smart controllers installed at organizations across the U.S. Proven in more than 25 independent studies, including achieving perfect scores during its EPA WaterSense certification, WeatherTrak delivers maximum water savings, operational efficiency, and risk reduction. (www.hydropoint.com)
The Smith & Loveless nonclog pump provides significant energy efficiency savings for wastewater and stormwater pumping. The pump’s design features an oversized, stainless steel pump shaft that minimizes overhang, resulting in less shaft deflection and greater pump efficiencies. The impeller is also designed for maximum efficiency. By trimming the impellers inside the shrouds, the pump leaves the back shroud in full diameter to prevent string material from winding around the shaft. (www.smithandlovelss.com)
waveform of impulse events detected by a rateof-change detector. More than 300 events, each lasting from a few second to several minutes, can be stored. (www.telog.com)
The Greyline AVMS 5.1 flow meter is designed for municipal stormwater, combined effluent, raw sewage, and irrigation water. It uses three submerged ultrasonic sensors to continuously measure velocity at different points in the channel and provide an average velocity reading for flow monitoring. One of
the three sensors can also monitor the water level, or a separate noncontacting ultrasonic level sensor can be used in the system. The AVMS 5.1 measures forward and reverse flow and includes a backlit flow-rate display, totalizer, three 4-20 mA outputs, and two control relays. (www.greyline.com)
The enhanced version of ProSeries-M™ M-2 Peristaltic Metering Pump from BlueWhite Industries is designed for use in small Continued on page 60
Dewatering containers from Wastequip are suited for wastewater treatment facilities, manufacturing plants, refineries, and mines. They have gasketed doors and are hydrotested for leakage. Disposable liners and an easy-toremove shell facilitate fast cleanup. The removable shell allows the unit to be used as a sludge container. The containers can be custom-configured and are available in 20- and 25-cubicyard capacities. (www.wastequip.com)
A new demand control valve from IVL Flow Control delivers water at the lowest possible cost. The valve ensures security of supply, maintains customer service levels, and reduces carbon footprint on the production of water, without the need for a complicated computerized algorithm. All valves from 40 mm through 800 mm can regulate down to flow rates of 0.36 Isec-1 and operate from a driptight closed position without loss of control stability, promoting calmer network conditions. (www.ivfflowcontrol.co.uk)
The HPR-32i Pressure Impulse Recorder from Telog is an advancement of the company’s HPR-32 Hydrant Pressure Monitor. In addition to the HPR-32’s ability to record system pressures and trends, the HPR-32i captures water hammer and negative pressure event waveforms in a separate memory and downloads them wirelessly to Telog’s host computer application. This recorder samples up to 20 water pressure samples per second, storing the Florida Water Resources Journal • September 2014
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New Products Continued from page 59 to midsize municipal water and wastewater treatment plants. The pump includes many features and options seen in previous models, which are primarily designed for large municipalities. It can be used with many aggressive chemicals, as well as chemicals that can vaporlock a pump, such as sodium hypochlorite and hydrogen peroxide. The pump operates at feed rates ranging from 0.03 to 57L/h (0.007 to 15 gal/h), pressures to 806 bar (125 lb/in.2) and a 200:1 turndown ratio. Inputs include dual 420 mA for primary speed and secondary trim control, pulse inputs, and remote start/stop. Outputs include a scalable 4—20-mA, 6-amp relay. Additional communications include optional industrial Ethernet, Profibus, ProfiNet, Modbus, and Modbus TCP. The firmware is field-upgradable. (www.blue-white.com)
The TEQUATIC™ PLUS fine-particle filter from Dow Water and Process Solutions combines the power of continuously cleaning, crossflow filtration with centrifugal separation into one device specifically designed to handle a wide range of difficult-to-treat feedwaters more consistently and cost-effectively than traditional technologies. Applications for the filter range from pretreatment for ultrafiltration and reverse osmosis to filtering produced
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water for oil and gas. The filter can be used as an alternative or a complement to traditional filtration technologies. It is available in various flow rates with filter cutoffs from 10 to 55 µm to meet specific customer needs. (www.dowwaterandprocess.com)
The Dimminutor® from Franklin Miller Inc. effectively reduces wastewater solids size in open-channel installations. The unit features a high-capacity, low head-loss design. Solids are captured on a curved screen, where rotary cutters sweep them into adjacent stationary cutters with a continuously rotating high-torque action. As the cutters intermesh at close clearance, they shear, tear, and crush the solids to a size small enough to pass through the fine-screen slots. The grinder features individually replaceable hardened stainless cutters, no seals or bearings at the channel bottom, a heavy-duty stainless steel semicircular screen, true submersible, explosionproof motor, an S250 automatic reversing controller, and a choice of channel frames for easy installation and maintenance. Units are available in single and duplex versions in ductile-iron or stainless steel construction. (www.franklinmiller.com)
The 1418, 1422, and the HN4SS series of stainless enclosures from Hammond Manu-
September 2014 • Florida Water Resources Journal
facturing are designed to house electrical, electronic, hydraulic, or pneumatic controls and instruments. The units are installed in oil and gas facilities, water treatment plants, food manufacturing plants, and pharmaceutical production facilities where equipment may be hosed down, very wet, or corrosion is a problem. All units include heavy-duty stainless steel lifting eyes. The doors are mounted on continuous hinges and sealed with a seamless poured-in-place gasket. Users have a choice of closure options of traditional clamp covers. Enclosures are available in a wide range of heights, widths, and depths. (www.hammondmfg.com)
The bulk-bag unloader from Sodimate is designed to combine the efficiency and reliability of mechanical discharge, accurate feeding, and complete bulk-bag discharge. Each unit incorporates an arch breaker spindle mounted with flexible blades that extract bulk chemicals, while preventing the jamming, bridging, or compaction often seen with vibration systems. The unloader can be used to inject powdered activated carbon, lime, and soda ash. Depending on the process, the discharger can be integrated with up to four independent screw feeders, which enables accurate distribution to different injection points with a single unloader. (www.sodimateinc.com)
ENGINEERING DIRECTORY
Tank Engineering And Management Consultants, Inc.
Engineering • Inspection Aboveground Storage Tank Specialists Mulberry, Florida • Since 1983
863-354-9010 www.tankteam.com
Florida Water Resources Journal • September 2014
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ENGINEERING DIRECTORY
Fort Lauderdale 954.351.9256
Jacksonville 904.733.9119
Miami 305.443.6401
Orlando 407.423.0030
Gainseville 352.335.7991
Key West 305.294.1645
Navarro 850.939.8300
Tampa 813.874.0777 813.386.1990
West Palm Beach 561.904.7400
Naples 239.596.1715
Showcase Your Company in the Engineering or Equipment & Services Directory Contact Mike Delaney at 352-241-6006 ads@fwrj.com
EQUIPMENT & SERVICES DIRECTORY
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September 2014 â&#x20AC;˘ Florida Water Resources Journal
EQUIPMENT & SERVICES DIRECTORY
Motor & Utility Services, LLC
Instrumentation,Controls Specialists Instrumentation Calibration Troubleshooting and Repair Services On-Site Water Meter Calibrations Preventive Maintenance Contracts Emergency and On Call Services Installation and System Start-up Lift Station Controls Service and Repair
Central Florida Controls,Inc. Florida Certified in water meter testing and repair P.O. Box 6121 • Ocala, FL 34432 Phone: 352-347-6075 • Fax: 352-347-0933
CEC Motor & Utility Services, LLC 1751 12th Street East Palmetto, FL. 34221 Phone - 941-845-1030 Fax – 941-845-1049 prademaker@cecmotoru.com • Motor & Pump Services Test Loaded up to 4000HP, 4160-Volts • Premier Distributor for Worldwide Hyundai Motors up to 35,000HP • Specialists in rebuilding motors, pumps, blowers, & drives • UL 508A Panel Shop, engineer/design/build/install/commission • Lift Station Rehabilitation Services, GC License # CGC1520078 • Predictive Maintenance Services, vibration, IR, oil sampling • Authorized Sales & Service for Aurora Vertical Hollow Shaft Motors
w w w. c e nt r a l f l or i d a c ont rol s . c om
Florida Water Resources Journal • September 2014
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EQUIPMENT & SERVICES DIRECTORY
CLASSIFIEDS Positions Av ailable Booth, Ern, Straughan & Hiott, Inc. Utility Design Engineer BESH Engineering seeks experienced utility design engineer for all aspects of water and wastewater design, including treatment plants, pump stations, and collection/transmission/distribution systems. Applicant must have water and wastewater treatment plant design and permitting experience. Experience with hydraulic modeling, specification writing, Autocad drafting, project bidding, construction oversight and project funding preferred. Applicant must possess State of Florida E.I. with minimum 4 years experience. Florida P.E. a plus. Salary commensurate with experience. Come join a great team! Drug Free Workplace and an Equal Opportunity Employer. Please email resume to: info@besandh.com
Utilities, Inc. WATER TREATMENT PLANT OPERATOR Utilities, Inc. is seeking a Water/Wastewater Operator for the Pasco/Pinellas County area. Applicant must have a minimum Class C FDEP Water license. A dual license is preferred. Applicant must have a HS Diploma or GED & a valid Florida driver’s license with a clean record. To view complete job description & apply for the position please visit our web site, www.uiwater.com, select the Employment Opportunities tab. The job is listed under Operations – Dunedin.
TREATMENT PLANT OPERATOR WATER RECLAMATION DEPARTMENT Starting Wage for Class "C" $13.72 per hour (Class "B" $14.86 per hour, Class "A" $16.00 per hour) with shift differentials for 2nd and 3rd shift. Full benefits package. Position may require weekend and holiday work, to include religious holidays. Drug-Free Workplace ~ EOE For General Description and Minimum Requirements please see https://www.cityofcocoabeach.com/employment/
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September 2014 • Florida Water Resources Journal
City of Callaway Equipment Operator I $19468-$26270/yr. Full-Time. Semi-skilled work in operation of heavy vehicles and equipment to construct, maintain or repair City-owned facilities and properties. Job postings and application available on our website: www.cityofcallaway.com. Callaway is located in Bay County.
City of Callaway Utility Service Worker I $20820-$28100/yr. Full-Time. Skilled journeyman work involving monitoring the City's potable water distribution and wastewater collection system. Job posting and application available on our website: www.cityofcallaway.com. Callaway is located in Bay County.
City of Callaway Water Quality Specialist $22276-@30076/yr. Full-Time. Monitor the City's potable water distribution and wastewater collection system. Job posting and application available on our website: www.cityofcallaway.com. Callaway is located in Bay County.
City of Callaway Lift Station Maintenance I $20820-$28100/yr. Full-Time Performs skilled and responsible work in the maintenance, repair and replacement of components in wastewater lift stations. Job posting and application available on our website: www.cityofcallaway.com. Callaway is located in Bay County.
Purchase Private Utilities and Operating Routes Florida Corporation is interested in expanding it’s market in Florida. We would like you and your company to join us. We will buy or partner for your utility or operations business. Call Carl Smith at 727-8359522. E-mail: csmith@uswatercorp.com
We are currently accepting employment applications for the following positions: Water & Wastewater Licensed Operator’s – positions are available in the following counties: Pasco, Polk, Highlands, Lee, Marathon Maintenance Technicians – positions are available in the following locations: Jacksonville, New Port Richey, Fort Myers, Lake, Marion, Ocala, Pembroke Pines Construction Manager – Hillsborough
City of Vero Beach Electronics Technician Services, maintains, installs and performs preventative maintenance of electronic and electrical equipment throughout the water and sewer system. Must have thorough working knowledge of configuring, programming and maintenance of Modicon Programmable Logic Controllers and GE IFix HMI software version 5.5 and later. Visit website for complete job description, qualifications needed, and instruction to apply. $28.04 p/hr www.covb.org City of Vero Beach EOE/DFWP 772 978-4909
Customer Service Manager - Pasco Employment is available for F/T, P/T and Subcontract opportunities Please visit our website at www.uswatercorp.com (Employment application is available in our website) 4939 Cross Bayou Blvd. New Port Richey, FL 34652 Toll Free: 1-866-753-8292 Fax: (727) 848-7701 E-Mail: hr@uswatercorp.com
Water and Wastewater Utility Operations, Maintenance, Engineering, Management
Utilities Storm Water Supervisor $53,039-$74,630/yr. Plans/directs the maintenance, construction, repair/tracking of stormwater infrastructure. AS in Management, Environmental studies, or related req. Min. five years’ exp. in stormwater operations or systems. FWPCOA “A” Cert. preferred.
Utilities Treatment Plant Operator I $41,138-$57,885/yr plus $50/biweekly for “B” lic.; 100/biweekly for “A” lic. Class “C” FL DW Operator Lic. & membrane experience required.
Water Plant Mechanic $43,195 - $60,779/yr. Performs inspections and maintenance of water/reuse facilities, pumping stations, well fields/equipment. Strong mechanical background with electrical knowledge of equipment installation and repair. Apply: 100 W. Atlantic Blvd., Pompano Beach, FL 33060. Open until filled. E/O/E. http://pompanobeachfl.gov for details.
City of Groveland Class C Wastewater Operator The City of Groveland is hiring a Class "C" Wastewater Operator. Salary Range $30,400-$46,717 DOQ. Please visit groveland-fl.gov for application and job description. Send completed application to 156 S Lake Ave. Groveland, Fl 34736 attn: Human Resources. Background check and drug screen required. Open until filled EOE, V/P, DFWP
PIPELINE CONTROLMAN The Florida Keys Aqueduct Authority is looking for a Pipeline Controlman. The purpose of this classification is to operate the 130+ miles of high pressure transmission pipeline extending through the Florida Keys terminating in Key West. This classification directly monitors all pumping stations, monitors & fills all transmission and distribution storage tanks, controls Sustaining and Cla-valves while adhering to strict transmission-main operating parameters. Pipeline monitor and control is accomplished via a system wide Supervisory Control and Data Acquisition (SCADA) computer system with specific responsibility for power monitoring and energy optimization. The Pipeline Controlmen also receives and manages all after-hour customer complaints and dispatches repair crews during a leak event or during other emergencies. Qualifications: H.S. diploma or GED; supplemented by 3 yrs. previous experience and/or training as a Pipeline Controlman with a water utility. Must be able to work rotating shift. Must possess and maintain a FDEP Level 1 Distribution license or a minimum Florida Class “C” WTPO license. Salary Range $52,033 - $79,299; with excellent benefits. Location: Florida City. Apply online at www.fkaa.com. EEO, VPE, ADA
Field Distribution Collection The North Springs Improvement District is searching for a water distribution and wastewater collection field operator. Applicant must be licensed by the Florida Environmental Protection Agency or obtain a level 3 water distribution license within 24 months. Please email MireyaO@nsidfl.gov with your application or you can apply at www.nsidfl.gov.
City of Titusville Engineering Manager Responsible for the management of the Engineering Division, Reclaimed Water Program, and Geographic Information Systems Program. Also responsible for supervision of designing, reviewing, permitting and inspecting processes for utility projects. Requires BS in Civil or Environmental Engineering, or related engineering field plus 5 years of engineering experience related to municipal water and wastewater systems. 3 years of supervisory experience required. Must be a registered Florida Professional Engineer or be able to obtain within six months of employment. City of Titusville - www.titusville.com - 321-567-3728 EOE Application required Classifieds continued on page 66 Florida Water Resources Journal • September 2014
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Seacoast Utility Authority has an opening for Laboratory Supervisor
Classifieds continued from page 65
City of Gainesville – GRU Water Plant Operator Mechanic Apprentice Gainesville Regional Utilities’ Water/Wastewater Department is currently seeking to fill a Water Plant Operator/Mechanic Apprentice to perform skilled work in the operation and maintenance of the Water Treatment Plant equipment and facilities. To qualify, you must possess a high school diploma or an acceptable equivalency diploma (GED), supplemented by college level courses in chemistry or mathematics and one (1) year of experience in water plant operations. ** Additional 6 months of experience directly related to water plant operations as recognized by the Florida Department of Environmental Protection can be substituted for the college level courses. For further information and/or to apply, visit: www.cityofgainesville.jobs EOE/AA/DFWP/VP
Certification Boulevard Answer Key From page 46 1. D) Toxicity Heavy metals become toxic when they are not metabolized by the body and accumulate in the soft tissues. Heavy metals may enter the human body through food, water, air, or absorption through the skin when they come in contact with humans in agriculture, and in manufacturing, pharmaceutical, industrial, or residential settings.
2. D) Soluble Think of solids as “steak” for the bugs; they have to break it down before they can consume it. However, think of soluble as a “milk shake”; it is more readily consumable by the bugs.
3. D) 75 to 100 percent The typical RAS-to-Q ratio for extended aeration activated sludge is about 75 to 100 percent. Conventional activated sludge RAS is typically between 20 to 50 percent of Q.
4. A) Near the ceiling. Gasses with a density of less than 1.0 will rise to the top of its space, where gasses with a density greater than 1.0 will settle to the bottom of its space.
5. B) 403 40 CFR Part 403 - General Pretreatment Regulations for Existing and New Sources of Pollution.
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6. B) It doubles. Warmer temperatures will speed up the activity of microorganisms; colder temperatures will slow down the activity of the bugs— much like people!
7. C) 345 mg/L CBOD5, mg/L = (Initial D.O., mg/L - Final D.O., mg/L) ÷ (sample volume, ml ÷ 300 ml) = (6.2 - 3.9) ÷ (2 ml ÷ 300 ml) = 2.3 ÷ 0.00666666 = 345 mg/L
Responsibilities are to monitor development of and Seacoast’s compliance with existing and proposed laws, rules, regulations and permits governing water, sewer, and reclaimed water operations, and air quality standards (e.g., federal Reciprocating Internal Combustion Engine regulations). Responsible for the operation, maintenance and certification of the Central Laboratory and PGA WWTP Laboratory; supports all process laboratory operations for water and wastewater treatment plants, including but not limited to purchasing laboratory supplies and field monitoring equipment for certified and process laboratory operations. Responsible for regulatory compliance monitoring, sample collection, and laboratory analysis (in-house and by contract laboratory) for drinking water and wastewater operations. Compiles data and reports to these departments for submittal to the applicable regulatory agency. Supervise work group providing ongoing support and coaching regarding work performance, evaluates, counsels and submits employee performance evaluation, provides safety training, explains the Authority’s policies and procedures and approves work group timesheets. Minimum requirements are valid Florida driver’s license, minimum of two years experience as a laboratory supervisor, Bachelor of Science degree (Biology, Chemistry, Natural Sciences) with a minimum sixteen (16) college semester hours in microbiology and biology, two years experience with regulatory compliance, environmental protection, environmental regulation or safety and health management, demonstrated successful experience in the analysis and treatment of drinking water and wastewater samples and operation of a water/wastewater laboratory. Salary Range is $52,270.40 – $87,796.80 annually plus an excellent benefits package to include employer paid health, dental, life, short & long term disability and retirement. Closing Date: Open until filled. Apply to Seacoast Utility Authority, Human Resources Department 4200 Hood Rd, Palm Beach Gardens, FL 33410 (561) 627-2900 ext 395 hdexter@sua.com
8. D) 82.4 percent Percent TSS Removal = (Inlet TSS, mg/L - Outlet TSS, mg/L) ÷ Inlet TSS, mg/L x 100 = (1,560 mg/L - 275 mg/L) ÷ 1,560 mg/L x 100 = 1,285 ÷ 1,560 = 0.8237 x 100 = 82.4 percent
9. B) Impervious Area Impervious means not permitting penetration or passage; impenetrable. Example: The coat is impervious to rain.
10. D) A portion of a sample. aliquot: 1. A sample that is representative of the whole. 2. A number that will divide another without a remainder; e.g., 2 is an aliquot of 6.
September 2014 • Florida Water Resources Journal
Licensed Water Plant Operator-Public Utility The North Springs Improvement District is seeking a licensed water plant operator. Applicant must be licensed through the Florida Department Environmental Protection with an A, B, or C water plant license. Please email Mireya Ortega at MireyaO@nsidfl.gov with your application or you can apply at www.nsidfl.gov
Display Advertiser Index CEU Challenge ................................33 Crom ..............................................29 Data Flow ........................................35 FSAWWA Conference..................17-22 FWEA Biosolids ................................37 FWEA Wastewater............................23 FWPCOA Training ............................47 FWRC Call 4 Papers ........................59 Garney .............................................5 GML Coating ..............................36,38 Hudson Pump ..................................15
McKim & Creed..................................4 Polston Technology ..........................39 Professional Piping ..........................57 Rangeline ........................................67 Reiss Engineering ..............................7 Stacon ...............................................2 Sunshine 811 ..................................56 TREEO ............................................32 US Water .........................................45 Wade Trim........................................53 Xylem .............................................68
70- Wade trim 71- Stantec FWEA 1/4 page 72 - Move directories C- factor start on 70 & jump ad log arcadis and ISA
Florida Water Resources Journal â&#x20AC;˘ September 2014
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