Florida Water Resources Journal - July 2014

Editor’s Office and Advertiser Information:

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Patrick Delaney

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Buena Vista Publishing

Published by BUENA VISTA PUBLISHING for Florida Water Resources Journal, Inc. President: Richard Anderson (FSAWWA) Peace River/Manasota Regional Water Supply Authority Vice President: Greg Chomic (FWEA) Heyward Incorporated Treasurer: Rim Bishop (FWPCOA) Seacoast Utility Authority Secretary: Holly Hanson (At Large) ILEX Services Inc., Orlando

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Membership Questions FSAWWA: Casey Cumiskey – 407-957-8447 or fsawwa.casey@gmail.com FWEA: Karen Wallace, Executive Manager – 407-574-3318 FWPCOA: Darin Bishop – 561-840-0340

News And Features 25 Rick Ratcliffe Receives 2014 John Lechner Award of Excellence 44 Florida Team Brings Home Win from AWWA Conference in Boston 54 News Beat

Technical Articles 4 Improving Drinking Water Plant Performance and Regulatory Compliance via Chemical Control Optimization—Gregg A. McLeod 14 Design Guidelines for Detention With Biofiltration—Tom J. Lynn, Emma Lopez, and Sarina J. Ergas

28 Reclaimed Water and Stormwater: A Perfect Pair to Meet Total Maximum Daily Load Wasteload Allocations?—Danielle Honour, James Wittig, John A. Walsh, and Don Stevens 38 Removal of Biochemical Oxygen Demand via Biological Contact and Ballasted Clarification for Wet Weather—Matt Cotton, David Holliman, Bryan Fincher, and Rich Dimassimo

46 Meeting Multiple Objectives in Stormwater Treatment at Freedom Park—James S. Bays and Margaret Bishop

Education and Training 21 35 38 42 45 53 55

Training Questions FSAWWA: Donna Metherall – 407-957-8443 or fsawwa.donna@gmail.com FWPCOA: Shirley Reaves – 321-383-9690

For Other Information DEP Operator Certification: Ron McCulley – 850-245-7500 FSAWWA: Peggy Guingona – 407-957-8448 Florida Water Resources Conference: 888-328-8448 FWPCOA Operators Helping Operators: John Lang – 772-559-0722, e-mail – oho@fwpcoa.org FWEA: Karen Wallace, Executive Manager – 407-574-3318

FWRC FWPCOA Training Calendar FWRC Call for Papers TREEO Center Training CEU Challenge FWPCOA State Short School ISA Water/Wastewater and Automation Controls Symposium

Columns 12 Certification Boulevard—Roy Pelletier 20 FSAWWA Speaking Out—Carl R. Larrabee Jr. 24 FWEA Committee Corner—Kevin Vickers and Ted McKim

26 34 36 37 42

Technology Spotlight—Angus W. Stocking FWEA Focus—Kart Vaith C Factor—Jeff Poteet Reader Profile—Kristiana Dragash FWEA Chapter Corner—Wisler Pierre-Louis

Websites Florida Water Resources Journal: www.fwrj.com FWPCOA: www.fwpcoa.org FSAWWA: www.fsawwa.org FWEA: www.fwea.org and www.fweauc.org Florida Water Resources Conference: www.fwrc.org 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.

Departments 54 56 60 62

New Products Service Directories Classifieds Display Advertiser Index

Volume 66

ON THE COVER: The Water Buoys, from the City of Palm Coast, won the national AWWA Tops Ops competition at the Association’s annual conference in Boston. See the story on page 44. (photo: Cindi Lane)

July 2014

Number 7

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.

POSTMASTER: send address changes to Florida Water Resources Journal, 1402 Emerald Lakes Drive, Clermont, FL 34711

Florida Water Resources Journal • July 2014

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Improving Drinking Water Plant Performance and Regulatory Compliance via Chemical Control Optimization Gregg A. McLeod

Gregg A. McLeod is sales manager with ClearLogx™ in Denver.

ost conventional and membrane water treatment facilities are dependent upon chemical treatment, including coagulants and polymers, to operate effectively. Misapplication of these products can diminish the potential performance of these systems. This performance includes clarifier operation, filter efficiency, total organic carbon (TOC) removal, disinfection byproduct (DBP) compliance, lead and copper compliance, and cost. Providing proper chemical control optimization can not only improve the efficiency of the system and regulatory compliance but also provide a rapid potential pay back.

M

Figure 1.

Alum – ACH – Ferric Chloride – Polyaluminum Chloride

Coagulant Selection and Performance There are a variety of different coagulants in the marketplace, including aluminum sulfate (alum), ferric chloride, ferric sulfate, polyaluminum chloride (PACl), and aluminum chlorhydrate (ACH). Each of these products possesses varying acidity, performance, and cost. It is difficult, if not impossible, to predict the performance of any coagulant on a specific water source; therefore, jar testing is recommended.

The photo with four jars demonstrates results after 20 parts per mil (ppm) dose of four different coagulants. Although it apContinued on page 6

Figure 2. Shown are pH Precipitation Points for Alum (blue), PACl (red), ACH (green), and Ferric Chloride (orange – 2 targets)

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Florida Water Resources Journal • July 2014

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Continued from page 4 pears the jar second from the left (ACH) provided the best results in terms of floc precipitation and settling, it is only because the optimum pH precipitation point for ACH aligns best on this particular water sample. Floc precipitation can be improved on the other samples by adjusting pH to the point of least solubility for that particular coagulant. Keep in mind that all of these coagulant samples possess different optimum pH precipitation points.

Floc Precipitation Affected

by Temperature Figure 3. Optimum pH Precipitation Point for ACH While Compensating for Temperature

Figure 2 shows established optimum points of floc precipitation for various coagulants.

Temperature Effects on Flocculation

Table 1. Coagulant Selection

Although it is important to maintain an optimum pH value, there are two additional points to consider: water temperature changes and floc particle charge. Raw water temperature changes can affect the precipitation of floc particulates. The lower the water temperature, the higher the optimum pH value (Figure 3). This temperature decrease will also affect particle charge.

Temperature Effects on Particle Charge All of the coagulant samples described are “acidic” and therefore precipitate as a “cationic” particle charge. This particle charge is offset by natural ion charges in the raw water (example: turbidity particles carry an “anionic” charge). Therefore, turbidity offset by coagulant in theory produces a “net zero zeta potential” or “neutral” charge. When coagulant doses exceed that which is required to neutralize turbidity, the precipitated particle charges possess a stronger and stronger “cationic” charge.

This occurs when employing enhanced coagulation. Coagulant dose exceeding turbidity charges will result in higher removal of soluble organic carbon ions. Particle charge moves from cationic towards anionic as the water temperature decreases.

Raw Water pH and Alkalinity Effects on Coagulation Selection Figure 4. Floc Precipitate (red) Attracts Turbidity (green) and Soluble Organic Ions (blue)

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Raw water sources around the country vary widely in terms of pH and alkalinity.

Continued on page 8

Continued from page 6 Generally, softer waters with low alkalinity will possess a low pH value as well. Higher alkalinity waters will generally possess a high pH value. This is important when selecting the proper coagulant. A range of coagulants vary in terms of acidity, TOC removal, and price (Table 1).

Coagulant performance is dependent on water quality. It is difficult to predict performance for any source and it is recommended to perform jar testing before selecting a coagulant. Although ACH and PACl are more expensive than commodity

coagulants, such as alum and ferric chloride, they are becoming more popular due to lower coagulant dose, lower sludge generation, and higher TOC removal. and less dependent on alkalinity adjustment as they are prehydrolized with an alkalinity base.

Particle Charge Neutralization: Net Zero Zeta Potential Traditionally, coagulants have been utilized primarily to mitigate incoming turbidity. Unchecked, turbidity, which does not possess the “weight” to settle, will pass

through a sedimentation unit or clarifier, accumulate in the filter, and ultimately break through. A primary coagulant can “attract” and “grab” these particles via particle charge neutralization. Turbidity particles carry an “anionic (-)” or negative charge. An acidic or coagulant floc particle carries an opposing “cationic (+)” or positive charge. As opposites attract, the precipitated coagulant floc particle can accumulate turbidity particles via charge neutralization.

Turbidity mitigation via coagulation can normally be achieved with a low coagulant dose; however it is important to keep in mind that all coagulants provide better performance at lower doses when operating near the optimum point of pH “insolubility,” which fluctuates depending on water temperature (see Figures 2 and 3).

For example, a raw water supply possesses a pH of 8.2; dosing ferric chloride at 10 ppm depresses the pH to 7.6. The ideal point of pH insolubility is 6.3 at 20ºC. Unless pH is depressed from 7.6 to 6.3, precipitation, turbidity mitigation, and settling will be poor. It is possible to overfeed ferric to the point where saturation will eventually precipitate enough floc to provide mitigation; however, soluble iron will elevate and coagulant cost will increase.

Electrostatic Particle Attraction Onto Filter Surface With Membrane or Conventional Filter

Figure 5. Uncontrolled pH

Figure 6. Controlled pH

Figure 7. Sedimentation, Uncontrolled pH

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July 2014 • Florida Water Resources Journal

Even the most efficient sedimentation or clarifier systems will allow floc particles to pass to the filter. Most drinking water

Figure 8. Sedimentation, Controlled pH

treatment plants are categorized as either “conventional floc–sed–filter,” with the filter comprising of various grades of media (multimedia) or ultrafiltration membranes.

Both conventional and membrane filters can operate with or without sedimentation as pretreatment. In either case, whether incorporating presedimentation or not, pre-

Figure 9. Precipitated Floc Particle Accumulation via “Electrostatic Attraction” With 20 ppm ACH

Figure 11. 20 ppm ACH With pH and Particle Charge Control With no Particulate Accumulation

cipitated floc particles that pass through to the filter can decrease performance. For conventional filters, the issue is filter run time versus particle breakthrough. For membrane systems, the performance issue is “fouling.” As coagulant particles precipitate as a cationic or (+) charge, the corresponding filter media or membrane

Figure 10. Precipitated Floc Can be Rinsed With Low Water Pressure

Figure 12. Electrostatic Particle Accumulation (ferric) on UF Elements

element possesses an opposing negative (-) charge. Similar to charge neutralization for turbidity mitigation, these precipitated floc particles will attract or stick to the filter via electrostatic attraction. This reaction will decrease the performance of either filter.

Filter Performance With and Without Particle Charge Control By controlling particle charge and neutralizing the charge attraction, filter performance increase can be dramatic.

Depicted in Figures 13 and 14, a ultraviolet (UF) membrane plant with two separate filter skids conducted a test to demonstrate the effectiveness of particle charge control. Coagulant was dosed in a direct feed mode (no clarification). Polyaluminum chloride (PACl) coagulant was dosed upstream into a common line. Both UF filter skids UF Filter 1 (Figure 13) and UF Filter 2 (Figure 14) received this same dose. A controlled dose of liquid caustic soda was dosed ahead of UF Filter 2 skid (Figure 14) and there is a dramatic difference. The red trend lines depict trans membrane pressure (TMP) rise and the blue lines depict permeability decline. There is a significant difference between Skid 1 and Skid 2.

Chemical Control Effects Regarding Regulatory Compliance Major regulatory issues that relate to chemical treatment in a drinking water plant include TOC, DBPs, haloacetic acids (HAA), total trihalomethanes (TTHM), lead and copper, and arsenic. The TOC and DBPs are in many instances intertwined. As DBPs form when soluble organics, which pass through a filter, react with chlorine, they increase with detention and are compounded by temperature. The higher the water temperature, the faster the formation; therefore, by reducing soluble organic load, there is a twofold effect on reduction: 1) lower soluble organic content will reduce fomation when reactive with chorine, and 2) lower soluble organic content will require less chlorine. Lower organic content with lower chlorine dose will further decrease DBP formation. So in these cases, soluble organic removal potential will direct operations to consider superior performing coagulant options when regulatory compliance is at issue.

Additionally, operations must consider additional parameters that require attention, Continued on page 10 Florida Water Resources Journal • July 2014

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Figure 13. UF 20 ppm ACH, no Charge Control

Figure 14. UF 20 ppm ACH, no Charge Control

Figure 15. Langelier Saturation Index (LSI) Calculator

Figure 16. Chloride-to-Sulfate Mass Ratio (CSMR) Calculator

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Figure 17. Drinking Water Facility Return on Investment (ROI) Calculator Continued from page 10 including iron and manganese, color, taste and odor, and corrosion control.

Corrosion Control: Langelier Saturation Index Versus Chloride-to-Sulfite Mass Ratio Although corrosion control is not a regulatory compliance issue in itself, lead and copper compliance is, and is directly related to the corrosivity of the water that enters the distribution system. Over the years, the standard measurement regarding the corrosivity of a water supply is the LSI Index (Langelier Saturation Index). This index takes into consideration a water sample’s pH, calcium hardness, alkalinity, total dissolved solids value, and temperature.

Another measurement has recently been introduced, which relates water’s corrositity to its chloride-to-sulfate mass balance ratio (CSMR). The thought is when the chloride level exceeds sulfate by a cer-

tain ratio, there is an appreciable acceleration in corrosion. This is important regarding coagulant selection as it would assume that chloride-based coagulants, such as ferric chloride, PACl, and even ACH, would exceed the optimum ratio.

Before making this assumption, values should be entered into a CSMR calculator.

It is feasible that chloride-based coagulants, if they outperform other options in terms of organic removal, could still be utilized. A chemical control logic could monitor dose versus the effect on CSMR. For example, an operator at a large drinking water plant wants to dose ferric chloride as it has proven to achieve the highest soluble organic removal when compared to other coagulant via jar testing.

There may be concern that this coagulant will exceed the recommended CSMR. When the operator inputs the raw water chloride and sulfate levels, as well as coagulant dose, it is confirmed that the ratio is exceeded.

However, when the operator inputs a “co-

dose” of aluminum sulfate at a certain dose, the desired ratio is achieved. Additionally, in this case, the less expensive alum maximizes soluble organic removal with a lower overall ferric chloride demand.

Chemical Control Regarding Overall Plant Operating Cost: Return on Investment One of the first issues arising regarding installation of an automated control system for chemical feed will be the initial capital cost. Based on the issues raised in this article, it is very feasible that there can be a rapid return on investment (ROI) in as little as one year or less according to the following: Reduced overall chemical demand Reduced chemical sludge generation and disposal Power savings Workforce savings Water conservation

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Certification Boulevard Test Your Knowledge of Stormwater Management and Other Wastewater Treatment Topics 5. What is the detention time in a rectangular tank that is 100 ft long, 25 ft wide, and 13 ft deep, and the influent flow is 5 mgd?

Roy Pelletier 1. Which program consists of pollution prevention plan, sampling program, periodic inspections, and employee training?

A. B. C. D.

A. 2.3 hours C. 1.2 hours

6. Given the following data, what is the surface settling rate (or surface loading rate) of the secondary clarifiers?

• Two secondary clarifiers • Each clarifier has a diameter of 100 ft • The plant influent flow is 12 mgd

Process safety management Stormwater management Asset management Facility budget

A. B. C. D.

2. Which of the following items can be considered stormwater?

A. B. C. D.

Storm runoff Snowmelt runoff Drainage All of the above.

3. Best management practices (BMPs) are those practices oriented toward common industrial activities to reduce and/or eliminate storm water pollutants.

A. True

764 gal per day per ft2 3,414 gal per day per ft2 536 gal per day per ft2 159 gal per day per ft2

7. Given the following data, how many gal per day of waste activated sludge (WAS) should be removed if a 10-day solids retention time (SRT) is the desired target?

• Two aerations tanks • Each aeration tank is 140 ft long, 45 ft wide, and 15 ft deep • The mixed liquor suspended solids (MLSS) concentration is 3,500 ppm • The WAS concentration is 8,500 ppm

B. False

4. What is the minimum velocity in a sanitary sewer pipeline necessary to prevent settling of solids and debris?

A. 1 fps C. 2 fps

B. 1.8 hours D. 3.1 hours

A. 1.12 mgd C. 20,790 gpd

B. 158,250 gpd D. 58,217 gpd

B. 0.5 fps D. 2 fpm

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/waste-water professional?

All past editions of Certification Boulevard through the year 2000 are

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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.

July 2014 • Florida Water Resources Journal

8. What type of chlorine comes in solid or dry form?

A. B. C. D.

Sodium hypochlorite Ferric chloride Calcium hypochlorite Aluminum sulfate

9. One important component of an effective stormwater management program is ensuring that each facility employee understands the on-site stormwater drainage system.

A. True

B. False

10. Why are flow measurements important?

A. They help to determine dissolved solids.

B. They help to determine loading rates.

C. They help to determine nitrate levels.

D. They help to determine suspended solids removal.

Answers on page 34

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

Florida Water Resources Journal • July 2014

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Design Guidelines for Detention With Biofiltration Tom J. Lynn, Emma Lopez, and Sarina J. Ergas tormwater runoff contains a large number of contaminants, including nutrients (nitrogen and phosphorus), metals, oil and grease, organics, solids, and microorganisms (U.S. Environmental Protection Agency, 2005).

Excessive nutrients discharged from urbanized areas can cause eutrophication in receiving water bodies (Figure 1a). Best management practices (BMPs) have been used as a measure to reduce nitrogen loadings to receiving water bodies. One type of BMP is low impact development (LID), which can incorporate innovative measures to restore system hydrologic function and reduce nitrogen loadings. Due to recent legislative initiatives, stakeholders have become increasingly more interested in the potential benefits that LID technologies provide.

One type of LID technology is bioretention (Figure 1b), also known as “raingardens,” “bioinfiltration,” or “bioswales” (Davis et al, 2006). The surface of bioretention systems may be planted with vegetation, such as wildflowers, sedges, rushes, ferns, shrubs and small trees, to provide a landscaped area. This enhances their aesthetic appeal to property owners and municipal and other agencies.

Bioretention systems have the capability of reducing runoff volumes, attenuating peak flows, and removing solids, organics, fecal indicator organisms, metals, phosphorous, and various forms of nitrogen (Davis et al, 2006).

As a unique advantage to other LID technologies, bioretention systems can be modified to include an internal water storage zone (IWSZ) containing an electron donor (e.g., wood chips or sulfur pellets), to remove nitrate (Kim et al, 2003; Ergas et al, 2010). A bioretention system

S

that includes an IWSZ can be referred to as a detention with biofiltration system (Figure 2).

A number of nitrogen transformation processes occur in detention with biofiltration systems that include nitrification, denitrification, immobilization, mineralization, plant uptake (Lucas and Greenway, 2011b), adsorption, and filtration. In particular, denitrification is the only of the mentioned processes that can remove nitrogen from water and discharge it into the atmosphere as nitrogen gas.

An extensive study was conducted to understand the factors controlling nitrate removal in IWSZs. This article presents the results and previous work by others that can be used to better understand how detention with biofiltration systems function and the design of these systems can be improved, and reports on the progress of a recent field demonstration.

Methods Laboratory microcosm and column studies were conducted in the Environmental Engineering Laboratories at the University of South Florida (USF). Field studies that are currently being carried out at a field site in Tampa are described.

The source water that was used in the laboratory studies was surface water from a USF campus stormwater pond. The source water was spiked with 2 mg/L of potassium nitrate to mimic expected nitrified conditions as runoff enters the IWSZ. Batch experiments were conducted to evaluate nitrate removal performance using various media types, such as sand, pea gravel, eucalyptus wood chips

Figure 1. Water body Impaired by Eutrophication (A) and a Bioretention System (B)

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July 2014 • Florida Water Resources Journal

Tom J. Lynn is a research assistant, Emma Lopez is a research assistant, in Tampa and Sarina J. Ergas, Ph.D., P.E., is a professor in the department of civil and environmental engineering, University of South Florida, in Tampa.

(Figure 3a), tire chips, and mixtures of these materials under unsaturated, saturated, aerobic, and anaerobic conditions. The sand and gravel were obtained from Seffner Rock & Gravel, wood chips were obtained from Sarasota County staff, and tire chips were obtained from Liberty Tire Recycling. Column experiments (Figure 3b) were used to investigate nitrate removal performance using the gravel-and-wood-chip medium using varying IWSZ detention times of 0.25 to 9 hours; IWSZ depths of 1, 1.5, and 2 ft); and antecedent dry conditions (ADCs), which are the number of days between the previous and current storm event, from 0 to 30 days. More detailed methods and the majority of the results from the wood-containing media types can be found in Lynn et al (2014a and 2014b). The tire-containing media types were used as a side experiment to evaluate whether tire media

Figure 2. Cross-Sectional View of a Typical Detention With Biofiltration System

could be used as an alternative electron-donor media to promote denitrification.

Laboratory Study Results Concentrations of nitrate (as nitrogen) over time from the saturated batch experiments using the sand, gravel, and tire-containing media types are shown in Figure 4. The tirecontaining media was the only medium that appreciably removed nitrate, with the tire-only media removing nitrate the fastest, followed by the gravel-and-tire and sand-and-tire media.

Similar results were observed using the woodcontaining media types (Lynn et al, 2014a). Additional investigations of nitrate adsorption and denitrification using tire-containing media can be found in Krayzelova et al. (2014).

Nitrate removal efficiency data from a 30day ADC storm event are shown in Figure 5.

The storm event was set up to mimic the falling head hydraulics over approximately 36 hours for a slug load storm event, which is typically used to satisfy water quality drawdown requirements. Nearly 100 percent of the nitrate was removed in all columns from the first sample taken (water that was detained in the IWSZ prior to the storm event). Nitrate removal efficiency in all columns decreased during the second sample taken; thereafter, nitrate removal efficiency increased as the detention time increased. Nitrate removal efficiency in the 1-ft cm column was consistently lower than the 2ft column, even though these columns were operated with equal detention times.

Design Implications The batch experiment results (Figure 4) provide insights on how nitrate is removed from IWSZs. The results clearly show that an electron donor media source (tire chips, in this case) needs to be included in IWSZ media to remove nitrate within a short period of time (6 hours). In addition, the carbon-containing media with the greatest surface area (sand-andtire) removed nitrate at a slower rate than the other carbon-containing media. This is quite interesting since a higher-surface area medium is generally assumed to enhance removal. The use of a larger particle-size medium in IWSZs is therefore recommended since these materials also have higher hydraulic capacities. The results also indicate that tire chips can be used as an alternative electron donor to promote denitrification in the IWSZ. However, the gravel-and-wood media was selected for further evaluation due to the wide body of literature and the presumed greater societal acceptance to use wood instead of tires.

Data from the 30-day ADC storm event

Figure 3. Photograph of the Wood Chips Used for the Study (3a) and Experimental Setup Used for Column Study (3b)

Figure 4. Nitrate as Nitrogen Concentration Data from the Sand, Gravel, and TireContaining Media Batch Experiments With Error Bars Representing Standard Deviation

(Figure 5) provide clues on the dynamics of nitrate removal in IWSZs. As the initial runoff from a storm event enters the IWSZ, water previously detained in the IWSZ is discharged.

The initially discharged water should be assumed to have a very low nitrate concentration, since this water was detained in the IWSZ for a long period of time. Nitrate removal efficiency will then decrease as water from the current storm event discharges from the IWSZ. When the water surface elevation in the system decreases towards the end of the storm, nitrate removal efficiency will increase because the system will be operating at higher detention times (Lynn et al, 2014). The depth of the IWSZ also plays a role in nitrate removal.

Taller IWSZs were found to remove nitrate at a higher rate, even when the systems were operated at the same hydraulic detention time.

This is attributed to greater dispersion in the shorter columns (Lynn et al, 2014b). Based on observation, effective IWSZs should be “generally” designed with a mean detention time of three hours and a length of at least 1.5 ft.

The term “general” should be stressed since biological processes and their rates can change with respect to other environmental factors.

An important measure in designing an effective detention with biofiltration system is to ensure that organic media additives (wood chips, tire chips, etc.) are only included in a permanently submerged IWSZ. An impermeable liner should be designed to encapsulate this layer in conjunction with an under-drain layer. There are two reasons for this control measure: 1) unsaturated organic material will quickly degrade (Moorman et al, 2010) and Continued on page 16

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Continued from page 15 decrease the longevity of the system; and 2) unsaturated organic material will export high concentrations of both nitrogen and phosphorus from the system (Lynn et al, 2014a).

The longevity of organic material largely depends on whether the material is placed in a saturated or unsaturated environment. Organic material that is placed in an unsaturated environment (such as mulch added to the surface) will rapidly degrade due to rapid decomposition from aerobic bacteria and fungi.

In saturated environments, however, anaerobic bacteria excrete a “film� around organic

substances, which slows organic carbon (in addition to nutrient) leaching into the pore water (Malherbe and Cloete, 2002). By including organic material in a permanently saturated environment, it is estimated that this material will supply organic carbon for at least 10 years (Lynn et al, 2014a).

Typical biofiltration systems include an organic mulch layer, which is placed just above the sand layer. The organic mulch layer can be used to retain oil and grease in runoff, improve moisture in plant root zones, and prevent the growth of weeds (Hunt et al, 2012). However, recent findings reveal that an organic mulch

layer acts as a nutrient source, resulting in the export of high concentrations of total kjeldahl nitrogen (TKN), phosphate, and dissolved organic carbon (Lynn et al, 2014a). Furthermore, current operation and maintenance procedures suggest a frequent replacement of the organic mulch layer (Hunt et al, 2012). These measures would certainly increase nutrient loadings into the system and may eventually be discharged into receiving waters; therefore, it is recommended to replace the organic mulch layer with a nonorganic layer such as pea gravel or lava rock.

General Sizing

Figure 5. Nitrate Removal Efficiency Data From the 30-Day ADC Storm Event

Figure 6. Structural Schematics of a Typical Detention With Biofiltration System (a), an Under-Drain Filtration System (b), and a More Suitable Detention With Biofiltration System for High-Rainfall Climates (c).

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July 2014 • Florida Water Resources Journal

To ensure effective management, detention with biofiltration systems needs to be regulated under specific design criteria that is independent of other conventional stormwater system design requirements. For example, if detention with biofiltration systems is designed in accordance with criteria for underdrain or side-drain filtration systems, there will not be enough time to allow biological processes to substantially remove nitrogen. If these systems are designed in accordance with detention system regulations, the retention of water in the ponding layer could increase the mosquito-breeding potential. Therefore, specific design criteria for detention with biofiltration systems need to be developed.

A large portion of biofiltration development, research, and implementation has been conducted in the Northeast, Midwest, and Mid-Atlantic states. As a result, design guidelines for these systems are more conducive to regions that have poorly drained soils with relatively constant year-round precipitation. A schematic of a typical detention with biofiltration is shown in Figure 6a. This design includes planted engineered soils that encompass the entire bottom of the ponding area; however, in areas with high rainfall (e.g., Florida), stormwater management systems require a larger footprint. Detention with biofiltration designs in high-rainfall climates will require greater capital expenditures and operation and maintenance costs if typical designs are used.

Under-drain filtration systems (Figure 6b) have many similar physical characteristics as detention with biofiltration systems. Design guidelines for under-drain filtration systems require the treatment volume to be discharged from the ponding area within a maximum of one-and-a-half to three days. Engineers often design these systems to be as small as permitted by regulation. These guidelines and resulting design measures impact biological nutrient removal processes since the filtration cell is op-

erated at a low detention time.

In high-rainfall climates, detention with biofiltration systems should be designed so that the cell footprint is smaller than the pond bottom area, but larger than the area required for conventional under-drain filtration systems, as shown in Figure 6c. Design requirements should include a range of drawdown times to ensure that the ponding area is large enough to prevent flooding and that a sufficient detention time is provided to allow biological processes to occur. Three design parameters that can be modified to meet this criteria include: 1) changing the cell footprint; 2) changing the type of filtration media used (hydraulic conductivity); and/or 3) including an orifice between the under-drain discharge pipe and the weir control structure. Lucas and Greenway (2011a) proposed a unique dualstage orifice discharge system that could be beneficial under some circumstances.

Establishing Design Credits Detention with biofiltration systems should be subject to similar treatment removal design methodologies as other stormwater systems. Dry retention treatment design methodology assumes 100 percent nutrient removal efficiency from any runoff that infiltrates into the ground (Harper and Baker, 2007). Similarly, 100 percent nutrient removal efficiency should be assumed for any runoff that is retained outside of the filtration cell in detention with biofiltration systems. Even though this assumption is not scientifically correct, it should be included for the designer to perform a more accurate comparative analysis when selecting the most appropriate treatment system.

The hydraulic characteristics of detention with biofiltration systems are different from other stormwater treatment systems. In particular, these systems will likely be designed to include a large amount of engineered soil. The drainable porosity volume in the unsaturated sand layer will provide a greater detention capacity than just the designed ponding treatment volume. For example, assuming 1) a system is designed to detain 1in. of runoff with a treatment depth of 12 in., 2) the filtration cell contains 2 ft of unsaturated engineered sand with a drainable porosity of 25 percent, and 3) the cell footprint is one-half the size of the ponding area. If the volume of the drainable porosity is included with the volume of the ponding area, then the system is actually designed to detain 1.25 in. of runoff.

Detention with biofiltration systems will also detain a significant volume of runoff in the saturated zones. Adding on to the example provided, assume that the depths of the IWSZ

Figure 7. Installation (left) and Installed Bioretention Cells (right) at the Spotford Center

and under-drain layers are each 1ft and both of these layers have a drainable porosity of 0.4.

The combined detention volume of runoff in these layers would then be 0.4 in., with a total system capacity of 1.65 in. of runoff. In addition, stormwater treatment regulations focus on treating runoff from small storm events.

The majority of storm events will likely generate a volume of runoff that is less than the pore volume capacity of the IWSZ/underdrain layers. This means that most of the generated runoff will be detained during the storm event and during the ADC days after the storm event.

Detention with biofiltration systems should be provided additional water quality/quantity credit for the volume of runoff that can be detained in the sand and IWSZ/under-drain layers. However, two challenges will arise in establishing this credit: 1) regulators will need to adopt robust design guidelines to ensure that this credit does not create unintended consequences; and 2) design procedures may need to be established using existing stormwater modeling software or simple equations that ignore important variables (e.g., soil moisture content), which control system performance. A practical solution may be to assume that the ponding volume, sand pore volume, and IWSZ/under-drain pore volume function in whole as a detention basin where runoff “drops” into the entire system. In addition, the discharge hydraulics of the system could be modeled using Darcy’s Law and continued to be modeled in this fashion, even when the water elevation is located within the sand layer.

Issues Stormwater filtration systems must be carefully designed and maintained to prevent clogging, which can reduce flow through the treatment system, increase flooding potential, and increase maintenance costs. Plant roots in detention with biofiltration systems can re-

duce clogging by creating macropores in the sand layer (Hatt et al, 2009); however, this can also decrease total suspended solids removal.

An additional measure could be to control the flow of the system with an orifice at the outlet of the discharge pipe, as described. If an orifice is used, the filtration rate will be lower than the hydraulic capacity of the filtration media, which can reduce clogging and improve total suspended solids removal.

There is a possibility that detention with biofiltration systems could impact receiving waters from indirect processes at the expense of removing nitrate from stormwater runoff.

Before denitrification occurs, facultative anaerobic bacteria consume dissolved oxygen, reducing the dissolved oxygen concentrations in water discharged from the IWSZ. In addition, excess dissolved organic carbon produced from the wood chips may also be discharged (Lynn et al, 2014). This could prevent dissolved oxygen from reentering the discharged water, which may impair receiving surface waters. Additional research should be performed to investigate these potential issues.

The experimental study was focused on understanding the processes that control nitrate removal in the IWSZ of detention with biofiltration systems. However, it is also important to understand how other design elements (sand layer, plants, etc.) function independently and in combination with all other design elements to provide the most appropriate design recommendations. For instance, if ammonia is not completely nitrified in the sand layer before runoff enters the IWSZ, then the footprint of these systems may need to be increased to enhance total nitrogen removal.

The current knowledge in understanding all of the factors that control treatment processes in stormwater systems is limited.

This prevents engineers from developing dynamic water quality models that can accurately predict water quality performance. A Continued on page 18

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Continued from page 17 dynamic model is currently being developed for these systems that can be used to quantify nitrogen removal performance with existing stormwater modeling software.

Full-Scale Bioretention System Demonstration The current research includes an evaluation of full-scale bioretention systems, with and without IWSZs containing an organic electron donor, under field conditions. These systems will be used to: 1) evaluate bioretention under southwest Florida conditions; 2) verify models of nitrogen removal performance that are currently under development; and 3) demonstrate the value of bioretention to community members, middle and high school students, and regulators. Students from the Corporation for the Development of Communities (CDC) Tampa Vocational Institute are assisting with this project to provide green-job training for disadvantaged youth.

Two bioretention cells (Figure 7) were constructed at CDC’s Audrey Spotford Youth and Family Center in Tampa in November 2013, with the help of Ceres H2O Technologies of Sarasota. The cells receive runoff from the Spotford Center parking lot and roof. The dimensions of the top of the ponding area are 11 ft x 16 ft. Cell A has an IWSZ containing a mixture of wood chips and pea gravel, similar to the medium described in the column experiments. Cell B is a conventional bioretention design without an IWSZ. Each cell was installed in a wooden frame lined with an impermeable geomembrane (20 ft x 24 ft) that prevents water table drawdown. An underdrain system was designed to allow sampling of system effluents. Both cells were topped off

with a 1-ft-deep layer of paver sand and planted with native vegetation including Blue Love Grass (Eragrostis elliottii), Sea Ox-eye Daisy (Borrichia frutescens), Frog Fruit (Phyla nodiflora), and Soft Rush (Juncus effuses).

Plants are an important aesthetic element, which can also help to avoid erosion of the sand. Plants also play a role in nutrient uptake (Lucas and Greenway, 2011b). Native plants are recommended because they are adapted to the local weather patterns and do not need fertilization; however, vegetation requires maintenance, especially at the beginning until roots are established.

After some showers and thunderstorms during the winter of 2013-2014, erosion began occurring along the sides of the bioretention cells. High-velocity water from a nearby downspout and the setup of the liner were causing erosion inside and around the system. The liner began to collapse and plants and sod that were placed over the liner did not root and began to die. To solve these problems, the liner was cut back and nailed to the edge of the wooden frame, dead plants were replaced, and 3/8-in. river rock mulch was added over the sand. A splash block was placed below the downspout to reduce the velocity of the rainwater (Figure 8).

Conclusions More stringent regulations for controlling nutrient discharges from urbanized areas have recently been adopted to protect and enhance the quality of surface waters; however, these measures present economic challenges to developers, as greater land areas will need to be devoted to on-site stormwater management systems. Detention with biofiltration systems can provide a solution to both of these problems. The research shows that these systems have

Figure 8. Rehabilitation of Geomembrane Liner and Plant Maintenance After First Winter

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the potential to increase nutrient removal, while decreasing the stormwater management system footprint. Additional laboratory research, modeling studies, and field studies are needed to have greater assurance that detention with biofiltration systems effectively manages stormwater runoff under Florida specific conditions.

Acknowledgements The authors would like to thank USF faculty and students Dr. Maya Trotz, Ryan Locicero, Valerie Mauricio-Cruz, and Laura Rankin for their assistance with this study.

Freddy Barton and Lafe Thomas of CDC of Tampa Inc. and Grant Beatt and Bradley Main of Ceres H2O Technologies also assisted with installation of the field bioretention cells. Staff from Sarasota County provided eucalyptus wood chips and Liberty Tire Recycling provided tire chips. This material is based upon work supported by the Tampa Bay Estuary Program, Southwest Florida Water Management District, and the National Science Foundation (Grant Number 0965743). Any opinions, findings, and conclusions or recommendations expressed in this material are those of the author(s) and do not necessarily reflect the views of the funding agencies.

References • Davis, A.P., Shokouhian, M. Sharma, H., and Minami, C. (2006) “Water Quality Improvement through Bioretention Media: Nitrogen and Phosphorus Removal.” Water Environment Research, 78(3), 284-293.

• Ergas, S.J., Sengupta, S., Siegel, R., Pandit, A., Yao, Y., and Yuan, X. (2010) “Performance of Nitrogen-Removing Bioretention Systems for Control of Agricultural Runoff.” Journal of Environmental Engineering – ASCE, 136(10), 1105-1112.

• Facility for Advancing Water Biofiltration (2008) “Advancing the Design of Stormwater Biofiltration.” Monash University. Australia.

• Gregory, J., Cunningham, B., Ammenson, L., Clark, M., and Hull, H.C. (2011) “Modifying Low-Impact Development Practices for Florida Watersheds.” Florida Watershed Journal. 4(1), 7-11.

• Harper, H.H., and Baker, D.M. (2007) “Evaluation of Current Stormwater Design Criteria within the State of Florida: Final Report.” Environmental Research & Design Inc. Orlando, Fla. • Hatt, B.E., Fletcher, T.D., and Deletic, A. (2009) “Hydrologic and Pollutant Removal Performance of Stormwater Biofiltration Systems at the Field Scale.” Journal of Hydrology. 365, 310-321.

• Hunt, W.F., Davis, A.P., Traver, R.G. (2012)

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“Meeting Hydrologic and Water Quality Goals through Targeted Bioretention Design.” Journal of Environmental Engineering – ASCE, 138, 698-707.

Kim, H., Seagren, E.A., and Davis, A.P. (2003) “Engineered Bioretention for Removal of Nitrate from Stormwater Runoff.”

Water Environment Research, 75, 355-367.

Krayzelova, L., Lynn, T.J., Banihani, Q., Bartacek, J., Jenicek, P., Ergas, S.J. (2014) A TireSulfur Hybrid Adsorption Denitrification (T-SHAD) Process for Decentralized Wastewater Treatment, Water Research, in review.

Lucas, W. C., and Greenway, M. (2011a) “Hydraulic Response and Nitrogen Retention in Bioretention Mesocosms with Regulated Outlets: Part I-Hydraulic Response.” Water Environment Research, 83(8), 692-702.

Lucas, W. C., and Greenway, M. (2011b) “Hydraulic Response and Nitrogen Retention in Bioretention Mesocosms with Regulated Outlets: Part II-Nitrogen Retention.” Water Environment Research, 83(8), 703-713.

Lynn, T.J., Yeh, D.H., Ergas, S.J. (2014a) “Biological Processes in Internal Water Storage Zones of Bioretention Systems.” Water Research. In Review.

Lynn, T.J., Nachabe, M.H., Ergas, S.J. (2014b) “Dynamic Processes in Internal Water Storage Zones of Bioretention Systems.” Jounral of Environmental Engineering – ASCE. In Review.

Malherbe, S., and Cloete, T.E. (2002) “Lignocellulose Biodegradation: Fundamentals and Applications.” Reviews in Environmental Science & Bio/Technology, 1, 105-114.

Moorman, T. B., Parkin, T. B., Kaspar, T. C., and Jaynes, D. B. (2010) “Denitrification Activity, Wood Loss, and N2O Emissions Over 9 Years from a Wood Chip Bioreactor.” Ecological Engineering, 36, 1567-1574.

NC State University (2009) “Urban Waterways: Designing Bioretention with an Internal Water Storage Layer.” North Carolina Cooperative Extension, College of Agriculture & Life Sciences. AG-588-19W. Prince George’s Country (2009) Bioretention Manual. Prince George’s County, Maryland.

Sarasota County (2009) Sarasota County Low-Impact Development Manual. Sarasota County, Fla. USEPA (2005) National Management Measures to Control Nonpoint Source Pollution from Urban Areas, EPA-841-B-05-004, U.S. Environmental Protection Agency, Nov. 2005.

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FSAWWA SPEAKING OUT

Now for the “Rest of the Story” Carl R. Larrabee Jr. Chair, FSAWWA

ast month I described how I came to work with the City of Cocoa Utilities.

For 33 years I enjoyed working on many projects alongside many wonderful coworkers. In addition to those directly employed by Cocoa, I also worked with engineering consulting firms and state regulatory agencies. I found almost all of the engineers and regulators to be professional, highly intelligent, and very conscientious about their work.

Let me take just a moment to explain to those who aren’t too familiar with this utility. The water reclamation plant and reclaimed system are regional, serving both inside and outside the city limits. About 75 percent of the customers reside in the city; however, the water system is quite different, as it serves all of central Brevard County, with less than 10 percent of its customers within the Cocoa city limits.

The cities of Rockledge, Cape Canaveral, and Cocoa Beach, as well as the unincorporated areas, are supplied with Cocoa water. The Disney ships and other cruise lines at Port Canaveral fill up their vessels with Cocoa water. The launches at Kennedy Space Center cool their pads with Cocoa water. Videos of the shuttle launches broadcast around the world show a bellowing white cloud expanding at ground level of Cocoa water turning to steam. When NASA’s Apollo program took men to the moon, some of the water making the landing went through Cocoa Utilities’ treatment plant.

Cocoa Utilities gets its raw water supply from both groundwater and surface water. The groundwater comes from wells located over 20 miles inland from the ocean.

Even this far inland, wells are still constructed and operated to control saltwater intrusion, primarily from below, which is known as upconing. The surface water source is from Taylor Creek Reservoir, constructed by the Army Corps of Engineers (ACOE) as part of a flood control and water supply project in the 1960s.

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Throughout my time at Cocoa Utilities, I had many opportunities to interact with the U.S. Environmental Protection Agency, Florida Department of Environmental Protection, and ACOE for projects related to wetland impacts, consumptive use, water supply and plant construction permits, and operational issues. Oftentimes, the Utilities’ engineering consultants were involved in these same issues. One thing that was quite evident to me was that each entity, utility, consultant, and regulator looked at an issue primarily from his or her perspective.

A utility extracts, treats, and distributes water to its customers. It’s on the front line dealing with budgets, customers, treatment, personnel, infrastructure, equipment, regulations, demand management, water quality, sustainability, capital expansion, growth, etc. It utilizes consultants to perform those larger, more complicated functions that in-house staff aren’t geared to handle.

In Florida, engineering consultants are hired through a legal process in accordance with the Consultants Competitive Negotiations Act (CCNA). Consultants work within a project budget, meeting sometimes previously unknown constraints from both their client and regulators—and at times working 50- and 60-hour work weeks, including weekends. As technology changes, so do they. Their designs must be “permitable,” constructible, cost-effective, and operatorfriendly. Their engineer’s estimate can’t be lower than the lowest responsible bidder’s price.

Both the utility and its consultant conduct their work under the watchful eye of environmental regulators, who know and enforce the rules established to provide protection for the environment and the customers of the utility. They’re oftentimes put in the middle and blamed for cost escalation. Their permit conditions oftentimes don’t appear to add value, just cost. Their input is often welcomed as much as the flashing blue light in a car’s rearview mirror.

With each entity playing a specific role, at times there are occasions for disagreement. For those who have encountered such disagreements, you might say my description is much too mild. I agree. Sometimes the disagreements take on a life of their own and legal professionals may have to get in-

July 2014 • Florida Water Resources Journal

volved. It can get very complicated, very messy, very time-consuming, and very expensive.

Early in my career I recognized this phenomenon, and took the occasion to mention to many people working in one of these three roles that the water industry would probably be much better served if throughout one’s career, water professionals switched to one of the other two—perhaps every five to 10 years—and then switched again to the remaining role. My thought here is that not having firsthand knowledge of what each of us does in our role as utility employee, consultant, or regulator, we probably have a tendency to not fully understand what the others do and the ramifications of our actions and how they affect everyone. Perhaps misunderstandings, multiple communications, requests for information (RFI), multiple change orders, wasted time and resources, etc., could be greatly reduced or even eliminated if each of us better understood what “the other people” were dealing with.

Now I work for the St. Johns River Water Management District (SJRMD). As you can tell, I didn’t change roles every five to 10 years; I haven’t met too many who have. It hasn’t been easy, but it’s been very eye-opening. I already had a great deal of respect for many employees with the District, and I’ve come to learn more closely that my respect was well-deserved. Balancing environmental concerns with water supply and flood control in a state prone to hurricanes, periodic droughts, and fires is no easy task, but a very necessary one. The SJRWMD does it so very well.

It may not be practical for many to make such a career change, but I do believe our industry would be better for it. In lieu of it ever becoming more common, I’d recommend that each of you working for a utility, consultant, or regulator, or in sales or construction, do your best to understand issues from more than your own perspective. Seek resolutions that are fair to—and right for—all parties. Put aside selfish desires of your own and work toward tempering them with those in your upper management. Really care about each other.

Try to have fun doing it as well—and as Paul Harvey would say, “That’s the rest of the story.”

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FWEA COMMITTEE CORNER Welcome to the FWEA Committee Corner! The Public Relations Committee of the Florida Water Environment Association hosts this article to celebrate the success of recent association committee activities and inform members of upcoming events. To have information included for your committee, send details to Suzanne Melcher at MelcherSE@cdm.com.

Suzanne Mechler

Committee to Provide Monthly Treatment Facility Updates Kevin Vickers and Ted McKim reetings from the FWEA Wastewater Process Committee! We are excited to start a new feature for the magazine entitled, “The Process Page.” Each month, you can catch up on one of the many outstanding treatment facilities we have here in Florida as we will be using this article to highlight the winners of the Earle B. Phelps Award. We hope that you will enjoy reading about these awardwinning facilities and that maybe you’ll learn something that could possibly be implemented at your plant. To kick off the very first edition, we will be highlighting the treatment facility that services Walt Disney World.

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Reedy Creek Improvement District Wastewater Treatment Facility The facility (see photo that shows an aerial view) was originally constructed in 1970 at a capacity of 3.3 mil gal per day (mgd). Since then, it has been expanded and/or upgraded four times. Currently, the facility is undergoing expansion to 20 mgd and it is expected to be complete in August. For over 24 years, the facility has been providing water that is100 percent reuse and has not had a surface water discharge.

The facility has a significant number of reclaimed users on its system that account for a majority of the reclaimed water that is produced. Reclaimed water is used for irrigation throughout the Walt Disney World parks, golf courses, landscaping, and highway medians.

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Since the 1992 expansion, the treatment facility has employed a five-stage Bardenpho process, followed by filtration and high-level disinfection. The current facility consists of influent screening (3mm), grit removal, odor control system (headworks), flow equalization, biological nutrient removal, secondary clarification, chemical feed facilities, filtration, chlorination with sodium hypochlorite solution, and dewatering of residuals by gravity belt thickeners (see process diagram). Further residuals treatment is achieved through a contracted on-site residuals management facility that employs two-step anaerobic digestion, followed by a centrifuge and indirect thermal dryer for fertilizer production. The biogas is cleaned, compressed, and combusted in two internal combustion engines for generation of electricity, and the waste heat from the engines is used to heat the digester contents, as well as power the thermal dryer.

Daily flows will vary from a low of 10 mgd to a peak of more than 15 mgd during the course of a year. Peak flows occur in the summer months and low flows typically occur in mid-December through early January. The facility practices flow equalization with aeration tanks that were previously

placed out of service. The operators report that the surge tanks allow them to keep a uniform flow and load to the biological nutrient removal portion of the facility. This practice aids in achieving consistently high-quality effluent throughout the diurnal flow patterns of the day and throughout the year. Additional practices that aid in achieving consistently high-quality effluent include continuous wasting of activated sludge, operating at an extended solids retention time (14+/- days), treating a strictly domestic type wastewater devoid of any industrial inputs, and having a robust industrial waste pretreatment program. The table summarizes the effluent quality relative to permitted requirements.

The facility is staffed with sixteen operators (12 Class A and 4 Class B), two instrument and controls technicians, two mechanics, two electricians, and one supervisor. Operators employ several parameters for process control including chemical oxygen demand (COD), total suspended solids (TSS), total nitrogen (TN), total phosphorus (TP), pH, mixed liquor suspended solids (MLSS), mixed liquor volatile suspended solids (MLVSS), sludge volume index (SVI), solids retention time (SRT), sludge blanket, dissolved oxygen (DO), and coliform.

Kevin Vickers is a professional engineer with Kimley Horn in Ocala and Ted McKim is a principal civil engineer with Reedy Creek Energy Services in Lake Buena Vista.

Rick Ratcliffe Receives 2014 John Lechner Award of Excellence at AWWA Conference Rick Ratcliffe was given the 2014 John Lechner Award of Excellence on June 10 at the Water Industry Luncheon held at the AWWA Annual Conference and Exposition (ACE) in Boston.

Ratcliffe was praised by the Florida Section of AWWA, which nominated him for the award, as a “tireless advocate for the drinking water industry.”

He is especially well-regarded for his dedication to the section’s Manufacturers/Associates Council (MAC), serving on the council since 1992. He has also served on the section’s Executive Committee in various roles, including section chair in 2011-2012.

During Ratcliffe’s time with the section, he has been applauded for his work on its annual fall conference and the annual drinking water taste test, which is held at the Florida Water Resources Conference in the spring. Ratcliffe currently works as a sales manager for American Flow Control in Tampa.

The John Lechner Award recognizes a section MAC member who has demonstrated exemplary service to the drinking water industry and to AWWA’s mission and goals. Each AWWA section has the opportunity to recognize individual achievements and to submit a section winner for the award.

Rick Ratcliffe receives his award from Christopher Jarrett, AWWA Manufacturers/Associates Council chair.

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T E C H N O L O G Y

S P O T L I G H T

CentriPipe® Saves Budget for Atlantic Beach Storm Sewer Angus W. Stocking Atlantic Beach is a coastal community of 13,000 people in Duval County. As the name implies, it has a beach, and the nearby ocean affects every aspect of life, including the infrastructure. Atlantic Beach’s biggest subdivision, Royal Palms, which was built in the early 1960s, didn’t really take that into account.

“The majority of the Royal Palms storm sewer system, which also serves a large drainage area north of the subdivision, is corrugated metal pipe, or CMP,” says Public Works Director Rick Carper, “and the salt, tidal influence, and sandy soil have caused major problems, like leaks, corrosion, subsidence, and even collapses.”

The city was shocked to learn that it had spent $200,000 on spot repairs, with no end in sight. So, Atlantic Beach embarked on a $3.2 million storm sewer rehabilitation project.

Most of the rehabilitation was done by replacing CMP with reinforced concrete pipe (RCP) or high-density polyethylene (HDPE) pipe, which, of course, required excavation. But, for a substantial percentage of the pipe, excavation or trenching was not a viable solution.

“Several areas of buried line fell outside of roadways or right-of-ways, in easements,” Carper explains, “and we don’t do that anymore, because of the problems it creates.” In this case, large construction easements near homes were required for excavation, and homeowners were unwilling to grant those easements.

“We were able to realign around some of the problem CMP,” says Carper, “but some simply had to stay in-place and excavating wasn’t really an option, so we looked at trenchless methods.” Cured-in-place pipe (CIPP) was used for most of the smaller diameter pipe that needed rehabilitation, but for two long runs of 106 ft and 119 ft, CIPP was not considered a good option. “These were large elliptical pipes, with cross-sections of 40 x 65 in., and 44 x 72 in.,” Carper explains, “and the size meant that CIPP would simply cost too much.” In fact, the added cost came to $76,000, and that amount of funding just wasn’t available.

Putting off repair wasn’t an option either.

“We inspected the pipes by closed-circuit TV and saw leaks and holes at the springline,” says

Rehabilitation from the Inside

licensed by AP/M Permaform for the CentriPipe system. Owner Tom Vitale, Jr. says that excavation would have been especially difficult on these sewers. “The lines ran between houses on a narrow easement, with a curb inlet and excavation that would have put the houses at risk of settling,” says Vitale.

Working from the inlet, Vitale dewatered the system with bypass pumps, spent three days cleaning the sewer with high-pressure jet streams, and repaired holes and gaps in the metal pipe with PL-8000. He also sprayed PL12,000 along the pipe invert to fill in the damaged pipe and give it a smooth "floor" so that the CentriPipe spincaster could be withdrawn without excess vibration or shaking. The CMP’s elliptical shape was not a problem. “We ended up with a bit less coverage at the 3 o’clock and 9 o’clock positions, but honestly, it wasn’t a big deal,” he says. Ultimately, with just one pass, the CMP was coated with a smooth liner that was 1.75 in. thick at the top and bottom, and 1.5 in. thick at the sides.

Another advantage of CentriPipe is the minimal staging area needed. “We only needed enough space to park a 25-ft trailer and a 20ft box truck, so it was basically like parking on the street,” says Vitale. This meant that traffic disruption was minimal since the Atlantic Beach Public Works Department only needed to close one lane.

To ensure quality, Atlantic Beach scheduled continuous inspections during the work and will follow up with an inspection in five years. So far, they’re very happy with the results. “This really solved a problem for us, and helped us to complete an important project,” says Carper.

There are more trenchless repair options than ever before, and CentriPipe—also known as centrifugally cast concrete pipe (CCCP)— fills an important niche: it is cost-effective, structurally sound, has minimal impact on flow, and requires less staging area than other options. For municipalities making tough decisions on big projects, it’s likely to be a very useful solution.

The CentriPipe work was subcontracted to T.V. Diversified Inc., a trenchless rehabilitation contractor based in south Florida that is

Angus W. Stocking, L.S., is a licensed land surveyor and full-time infrastructure writer. He can be contacted at www.InfrastructureWriting.

Carper. "We also observed subsidence and had to do something because more rotting might have led to a complete collapse.”

So, Carper asked the lead contractor to look into alternatives, particularly a relatively new solution called CentriPipe.

An Attractive Alternative CentriPipe is a centrifugal compaction system from AP/M Permaform that was pioneered in manholes. It is now being used in horizontal pipe and it works well on large pipe.

Carper was impressed by a Florida Department of Transportation project that had successfully used the CentriPipe system on a 13-ft diameter pipe. Basically, the spincaster is inserted into pipe and withdrawn at a predetermined speed, while special mortar pumps to the spincaster for centrifugal compaction in multiple thin layers form a completely structural liner. The finished product is smooth and tightly bonded, and it doesn’t significantly reduce inner diameter or flow.

Permacast PL-8000 from AP/M Permaform (distributed by Coastal Construction Products Inc.) was used. The PL-8000 is a high-strength, fiber-reinforced packaged cement mixture that is mixed on-site with water and then pumped to the CentriPipe spincaster.

It can be applied to most substrates (brick, concrete, metal, etc.) and it is waterproof, corrosion-resistant, and structurally sound, even in relatively thin layers.

The advantages of CentriPipe on the Atlantic Beach project were obvious. Since runs of up to 400 ft are possible by insertion and withdrawal, no trenching is needed. The final product is a completely sound and smooth structural liner with no seams or joints, while maintaining maximum flow capacity. It is also cost-effective, especially when used in largerdiameter pipe. “We figured we saved $30,000 on this part of the sewer rehabilitation, compared to CIPP,” says Carper.

Technology Spotlight is a paid feature sponsored by the advertisement on the facing page. The Journal and its publisher do not endorse any product that appears in this column. If you would like to have your technology featured, contact Mike Delaney at 352-241-6006 or at mike@fwrj.com.

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F W R J

Reclaimed Water and Stormwater: A Perfect Pair to Meet Total Maximum Daily Load Wasteload Allocations?

Danielle Honour, James Wittig, John A. Walsh, and Don Stevens

Danielle Honour, P.E., D.WRE, and James Wittig, P.E., are principal water resources engineers with CDM Smith in Maitland.

John A. Walsh, P.E., is utilities director with City of Cocoa. Don Stevens is superintendent of the Jerry Sellers Water Reclamation Facility, City of Cocoa.

he City of Cocoa (City) is located in east central Florida within Brevard County along the Indian River Lagoon, as shown in Figure 1. The lagoon is an estuary of national significance spanning 251 km (156 mi) of Florida’s eastern coastline. Historical activities such as development, dredging, and diversion of freshwater have resulted in the loss of salt marshes, degradation of habitat, and the introduction of pollutants. Other anthropogenic in-

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puts, including untreated stormwater runoff and wastewater discharges, have also degraded the lagoon’s water quality.

In 2009, Florida issued a total maximum daily load (TMDL) for nutrients and dissolved oxygen (DO) for segments of the lagoon. As a result of the TMDL, the City was required to significantly reduce wet weather discharge pollutant loadings from its Jerry Sellers Water Reclamation Facility (WRF) to the lagoon.

Background

Figure 1. Location Map

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July 2014 • Florida Water Resources Journal

Prior to adoption of the Indian River Lagoon TMDL, the City was authorized to discharge up to 41,007 lbs/yr of total nitrogen (TN) and 13,669 lbs/yr of total phosphorus (TP) from the WRF to the lagoon as part of its assigned waste load allocation (WLA). The City’s wastewater facility permit allowed surface discharge from the facility for up to 91 days per year. The remainder of the time, per the Florida Department of Environmental Protection (FDEP), the treated wastewater was directed to a 4.5-mil-galper-day (mgd) annual average daily flow (AADF) permitted capacity slow-rate public access system, which consisted of on-site irrigation and decorative ponds, irrigation of residential lawns, parks, playgrounds, cemeteries, golf driving ranges, highway medians, and other landscape areas within the City’s reuse service area (FDEP, 2009). Once the TMDL was adopted, the City received a new WLA from FDEP, which represented 86.5 and 89.6 percent reductions in TN and TP, respectively, from the previous WLA. Under the new WLA, the City is authorized to discharge 5,556 lbs/yr and 1,423 lbs/yr of TN and TP, respectively, from the WRF to the lagoon during wet weather conditions. Once the TMDL was adopted by FDEP, the City’s wastewater facility permit was subsequently modified to reflect these more stringent WLA limits.

Prior to the new WLA, the City had established an aggressive reuse program. When reuse demand exceeded its wastewater effluent, demand was met though supplemental sources, such as stormwater from Bracco Reservoir, or groundwater. Direct discharge to the lagoon,

however, was allowed periodically during wet weather when surplus exceeded demand. The more stringent effluent limits imposed by the TMDL created a challenge of how to further manage the City’s resources in order to achieve and maintain feasible operations, as well as permit compliance.

Site Description The Bracco Reservoir has a 7.3-km2 (1,800-acre) tributary area. It consists of a system of five wet detention ponds that store 130 mil gal (MG) of water. Figure 2 shows the project location, including Bracco Reservoir. In the northern tributary area, stormwater is conveyed to the Bracco Reservoir through a series of wetlands. A 0.0130-km2 (3.3-acre) stormwater treatment facility permitted to the Florida Department of Transportation (FDOT) to treat and attenuate runoff from the widening of highway U.S. 1 is located east of the wetlands. At the time of this evaluation, the facility did not receive stormwater runoff as roadway widening had not yet been completed. Immediately south of the FDOT stormwater treatment facility is North Fiske Pond, a 0.077-km2 (19-acre) stormwater management facility that shares a common outfall with the FDOT stormwater treatment pond. This pond is owned by the City. Its only current surface water inputs are rainfall and runoff from open space surrounding the pond. When the FDOT pond is active, North Fiske Pond could accept overflows based on the current design configuration. Overflow would occur through a common outfall and discharge west to the wetlands.

Continued on page 30

Figure 2. Project Area

Figure 3. Bracco Reservoir

Figure 4. North Fiske Pond Proposed System Configuration Florida Water Resources Journal • July 2014

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Continued from page 29 From the wetlands, surface water flows south and enters the northernmost pond in the Bracco Reservoir system. Figure 3 shows the Bracco Reservoir configuration. From this point, surface water flows south through the series of interconnected wet detention ponds that make up the Bracco Reservoir system. Depending on conditions, discharge can occur through a 72-in. reinforced concrete pipe to the lagoon. Bracco Reservoir also accepts stormwater runoff from urbanized areas to the west and south. Stormwater can also be withdrawn from the southernmost pond in Bracco Reservoir for use by the City as an alternative source to supplement its reclaimed water supply at the WRF.

Methodology Faced with this more stringent WLA, the City realized that more controls would be needed to reduce the frequency (and associated loadings) of wastewater discharges to the lagoon. To meet the WLA, the City identified potential routing of reclaimed water from the WRF to Cityowned North Fiske Pond. In addition to receiving limited stormwater runoff inputs, North Fiske Pond also had surplus storage of 79 acre-ft based on its normal water level. Under the current design configuration, North Fiske Pond discharges directly to surface waters (i.e., wetlands) to the west. The City thus needed to identify a feasible and permittable solution that routes reclaimed water to a surface water management pond, potentially intermingling re-

claimed and surface waters.

In Florida, wastewater facility discharges are permitted through the FDEP, while surface water management is largely regulated by one of five state water management districts. The City is located within the St. Johns River Water Management District (SJRWMD) and subject to the regulations of that agency. Subsequent to coordinating with each agency about the proposed project, goals and constraints of the project were established to meet the requirements of each respective agency, as well as to minimize the frequency of comingling reclaimed water and off-site surface waters. Constraints and goals established for this project included: Reduce point source discharges to the lagoon by applying reclaimed water to North Fiske Pond.

Provide the ability to apply reclaimed water to North Fiske Pond with as much flexibility, frequency, and capacity as possible to reduce wet weather discharges to the lagoon and maintain compliance with the TMDL and WLA. Once reclaimed water is routed to North Fiske Pond, discharge from the pond will not occur except during extreme storm events.

The proposed system shall not affect the existing stormwater management system or increase design peak stages and flows.

To demonstrate the performance of the surface water management system under proposed conditions, a stormwater model of the existing system was developed. Baseline information about the hydraulics of the current system was

compiled through comprehensive review of previous environmental resource permits issued for North Fiske Pond and Bracco Reservoir. The hydrology was formulated using basin delineations from environmental resource permits and subsequently updated using current 1-ft topographic information, current land use, and soils information. The information obtained during field visits was also used to supplement model development. A stormwater model using the interconnected channel and pond routing (ICPR) software developed by Streamline Technologies® was used to simulate stormwater runoff and routing in the project area.

To achieve discharge from North Fiske Pond during only extreme storms, modification of the pond’s existing 24-in. outfall pipe was proposed. The modification included adding a control structure to regulate discharge to the downstream wetland from North Fiske Pond.

Consistent with the goals of the proposed system, and in conjunction with the modification to the North Fiske outfall pipe, an operations plan was developed to define the conditions under which reclaimed water could be applied to North Fiske Pond. The operations plan is based on the water level within North Fiske Pond; reclaimed water can be applied to the North Fiske Pond whenever the water level is below a designated level. Based on the proposed modification to the North Fiske outfall pipe and modeling results, the operations plan included the following: The proposed North Fiske Pond control structure would be set to a control elevation of 27.75 ft National Geodetic Vertical Datum (NGVD).

Reclaimed water could be applied to North Fiske Pond as long as the pond stage is less than 26.75 ft NGVD. Under the proposed condition, the FDOT pond would still operate as designed and permitted. The control structure regulating flow from North Fiske Pond was sized to eliminate significant increases in peak stages and flows downstream during design storm events (i.e., 25year and 100-year/24-hour return periods).

Under proposed conditions, an 8-in. line was used to estimate the maximum flow of reclaimed water from the WRF to North Fiske Pond. This was represented as a baseflow component that was introduced to North Fiske Pond in the proposed conditions model. Figures 4 and 5 show the proposed system configuration in layout and cross-section formats. The proposed improvements required preparation of a modification to the City’s wastewater facility permit and modification to the existing environmental resource permit issued by SJRWMD for North Fiske Pond.

Figure 5. North Fiske Pond Proposed Control Structure: Design Configuration

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July 2014 • Florida Water Resources Journal

Results Tables 1 and 2 show the flow and stage results for the existing and proposed project. Stages and flows do not increase significantly under the proposed condition. North Fiske Pond is anticipated to only discharge during storm events greater than the 25-year/24-hour storm. Under SJRWMD’s rules, stormwater management systems must treat and attenuate runoff generated by a 25-year/24-hour design storm.

As a result of routing reclaimed water to North Fiske Pond, it is anticipated that wet weather discharges to the lagoon from the WRF will be reduced. Flows will be routed to the pond via an 8-in. line, which has an estimated flow capacity of 1.25 mgd. The control structure for North Fiske Pond will also be modified so that surface water overflow from the pond will only occur as a result of a storm exceeding the 25-year design event. Discharge monitoring reports for the WRF over 12 years were reviewed to estimate the potential load reduction associated with the proposed improvements. Discharge monitoring reports for 2001 through 2005 were included in the review to determine how the WLA was originally calculated by FDEP. Once values calculated

by FDEP were replicated, the same methodology was applied to the entire period of record. Figures 6 and 7 summarize average annual TN and TP loads to the lagoon based on discharge monitoring reports data, as well as with the anticipated improvements in place. The difference in load that could potentially be discharged to the lagoon was calculated for months where discharge exceeded an average flow rate of 1.25 mgd (the estimated capacity of the 8-in. line that will route reclaimed water to North Fiske Pond). For months not exceeding an average flow rate of 1.25 mgd, a credit for 100 percent of the monthly load was applied as a potential reduction. The percent load reduction anticipated for each year of reporting with the improvements in place is also shown in the figures.

Table 1. Simulated Peak Stage

Table 2. Simulated Peak Discharge

Figure 6. Anticipated Total Nitrogen Load Reductions Based on Discharge Monitoring Report Data

Conclusion Table 1 shows that peak stages do not vary significantly between existing and proposed conditions. The peak stage of North Fiske Pond does not exceed the proposed control elevation for the 25-year storm and therefore will not discharge to the wetland except during larger storms. The results in Table 2 demonstrate that flows to the adjacent wetlands under existing and proposed conditions are also consistent, both from the project area and from all upstream areas. These analyses demonstrate that existing and proposed conditions are consistent and show no significant differences.

Continued on page 32

Figure 7. Anticipated Total Phosphorus Load Reductions Based on Discharge Monitoring Report Data Florida Water Resources Journal • July 2014

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Continued from page 31 Figures 6 and 7 demonstrate that the proposed improvements have the potential to meet the WLA for TN (5,556 lbs/yr) and TP (1,423 lbs/yr) on an annual basis as currently required by the City’s permit. Except for 20052006, resulting discharges to the lagoon due to the proposed improvement would be significantly below the required WLA for the WRF. Actual load reductions provided by the proposed improvements would depend on the actual wasteload flow rates and flow capacities of the reclaimed system and North Fiske Pond.

Future load reductions to the lagoon that occur subsequent to implementation of the proposed improvements will depend on the following: 1. Actual wet weather flows from the WRF, as load is dependent on flow from the plant.

2. Available capacity in North Fiske Pond. An operating schedule for the proposed improvements has been proposed so that discharge of reclaimed water to the pond cannot occur when the pond is at or above 26.75 ft NGVD. If the pond has met or exceeded this elevation, flow from the WRF will be discharged to the lagoon as allowed under the current permit.

Based on the estimated cumulative load reduction shown over the 12-year period of record (63,199 lbs/yr of TN and 5,808 lbs/yr of TP), the City may consider coordinating with FDEP to determine if future reductions, as a result of the proposed improvements, can be credited toward the remaining required nonpoint source reductions under the City’s National Pollutant Discharge Elimination System (NPDES) Municipal Separate Storm Sewer System (MS4) permit to meet the TMDL. Since this evaluation was completed in early 2013, the City recently began implementation of the modifications to the stormwater and reclaimed water infrastructure associated with the North Fiske Pond. Once the improvements are in place, the frequency and duration of discharge from the North Fiske Pond will be measured and reported by the City as a permit condition.

References Florida Department of Environmental Protection (2009). TMDL Report. Nutrient and Dissolved Oxygen TMDLs for the Indian River Lagoon and Banana River Lagoon.

Florida Department of Environmental Protection (2013). Basin Management Action Plan for the Implementation of Total Daily Maximum Loads for Nutrients Adopted by the Florida Department of Environmental Protection in the Indian River Lagoon Basin, North Indian River Lagoon.

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Florida Water Resources Journal • July 2014

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FWEA FOCUS

Participation in FWEA is the Key to Advancing Our Industry Kart Vaith President, FWEA

n last month's column, I spoke about the broad objectives that we would like to accomplish for FWEA: Clear vision for the next six to eight years, with goals and metrics centered around that vision.

Integration of more Gen Xers and Gen Yers into our mix.

Inclusion of more members of the utility community into our mix.

Operating FWEA well and in a manner that sustains our long-term viability and growth.

I 1.

2.

3.

4.

This month, I wanted to share some of my thoughts with you on the importance of participating and volunteering in FWEA. It has become apparent to me that FWEA has changed a lot over the last seven or eight years since my last stint at the helm.

A key change is that instead of having one or two large events over the course of the year we now have numerous smaller events that are organized by the local chapters and committees.

Local chapters conduct regular meetings throughout the year. From lunch presentations, to golf and fishing tournaments that raise money for various worthy causes and scholarships, local chapters have become the face of FWEA to our membership.

Our committees are focused on developing and disseminating relevant information to our members and nonmembers alike.

Because there are a large number of events spread out all over Florida, it’s easy for you to engage and get your voice heard.

I encourage you to attend, and better yet, volunteer to organize FWEA events and participate in committees that cover topics of interest to you. Please email me directly at kvaith@tcgeng.com and I will find the right

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volunteer opportunity for you.

The three-pronged mission of FWEA allows all readers of this article to see the importance of participating and volunteering for the Association. Our mission is as follows: 1. Advance public education by educating the broader public about water.

2. Promote sound public policy by advocating for matters related to Florida’s environment.

3. Provide professional development for our members.

The first objective of advancing public education is important to our industry. For example, as you may know, many misconceptions still exist in the public sphere about what is actually flushable. Raising awareness about the problem of flushing things that shouldn't go down a drain (wet wipes, for example) only helps our industry. This year, we will have several water festivals, spearheaded by local chapters in coordination with local utilities, to educate the broader public. I believe that by engaging and educating the public, we stand to advance our industry as a whole!

Our second objective is related to promoting sound public policy, which in turn means that we need to educate our elected officials, policy makers, and stakeholder groups on all matters related to water. Educating these policy makers allows for more funding for key challenges that face our industry, while promoting sound legislation.

The Utility Council is already working with elected officials and policy makers to promote sound public policy.

Our third mission is related to professional development for all our members through technical training and networking opportunities. Our local chapters and technical committees conduct numerous events throughout the year to allow for the professional development of our members.

Hopefully, just from reading this column, you can see the importance of engaging and helping shape our organization to advance our entire industry!

July 2014 • Florida Water Resources Journal

Certification Boulevard Answer Key From page 12 1. B) Stormwater management A stormwater management program is the only topic on the list that includes all of the items listed in the question.

2. D) All of the above.

All of these items are considered stormwater; however, there’s not much snowmelt runoff in Florida!

3. True Best management practices (BMP) is a term used to describe a type of water pollution control. Historically, the term has referred to auxiliary pollution controls in the fields of industrial wastewater control and municipal sewage control, while in stormwater management (both urban and rural) and wetland management, BMPs may also refer to a principal control or treatment technique.

4. C) 2 fps If the velocity in a sanitary sewer is less than about 2 ft per second (fps), it will typically allow solids to settle.

5. C) 1.2 hours 100 ft long x 25 ft wide x 13 ft deep x 7.48 gal per ft3 x 24 hrs per day ÷ 5,000,000 gal per day = 1.16 hours

6. A) 764 gal per day per ft2 Each clarifier surface area in ft2 = 50 x 50 x 3.14 = 7,850 ft2 x 2 clarifiers = 15,700 ft2 12,000,000 gal per day ÷ 15,700 ft2 = 764.3 gpd per ft2

7. D) 58,217 gpd Lbs in aeration = 140 ft x 45 ft x 15 ft x 7.48 gal per ft3 x 2 tanks = 1,413,720 gals 1.41372 MG x 3,500 ppm x 8.34 lbs per gal = 41,266 lbs MLSS Lbs per day to waste = 41,266 lbs MLSS ÷ 10 day SRT = 4,127 lbs per day to waste Gals per day to waste = 4,127 lbs per day to waste ÷ 8,500 ppm WAS x 8.34 lbs/gal = 0.058217 mgd 0.058217 mgd x 1,000,000 = 58,217 gpd

8. C) Calcium hypochlorite High test hypochlorite (HTH) is a solid, dry powder.

Calcium hypochlorite is also used in solid tablet form (like the “hockey pucks” used in a swimming pool chlorinator).

9. True Understanding the on-site drainage system allows employees to participate with development, implementation, and continual improvement of the program.

10. B) They help to determine loading rates.

Loading rates require knowledge of the particular flow rate entering the facility or a process unit. An accurate flow meter is an integral component in the calculation of plant and process loading rates. Flow measurement is also typically required in many facility operating permits.

FWPCOA TRAINING CALENDAR SCHEDULE YOUR CLASS TODAY! JULY 8........Backflow Recert ......................................Lady Lake ............$85/115 7-11........Stormwater A............................................Deltona ................$275/305 7-11 ......Water Distribution Level 1 ..................Deltona ................$275/305 7-11........Wastewater Collection A ......................Deltona ................$275/305 14-16........Backflow Repair ......................................Deltona ................$275/305 14-16........Backflow Repair ......................................St. Petersburg ......$275/305 25........Backflow Tester Recert*** ....................Deltona ................$85/115

AUGUST 11-15........FALL STATE SHORT SCHOOL ..............Ft. Pierce 22........Backflow Tester Recert*** ....................Deltona ................$85/115

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 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 21........Backflow Tester Recert*** ....................Deltona ................$85/115

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 • July 2014

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C FACTOR Jeff Poteet President, FWPCOA

ater is used every day for many purposes—drinking, irrigation, recreation, and for many other things that we don't necessarily see or think of, but that are critical to our lives. As we celebrate the birth of our great nation this month, I would like to reflect on the birth of the water industry; after all, clean drinking water, sanitation, and hygiene are key to all great civilizations.

Other than the obvious uses of water already mentioned, we use water for other things like livestock, aquaculture, mining, power generation, and cooling equipment, like the large air conditioning units in offices, warehouses, and other buildings. Without our water professionals, this vital resource would be unsafe and virtually unusable. Through your efforts, we have the safest drinking water and the most effective treatment of wastewater the world has ever known!

So how did we get here? Humans have been treating water, in some form or another, for over 6,000 years. The use of filtering water through

W

Celebrating Independence and Water Professionals charcoal is dated back to the ancient Greeks, and alum was use as a coagulant by the Egyptians.

Over time, treatment techniques have increased as new discoveries have been made and new technologies developed. Water professionals have been employing and improving these techniques in an effort to provide safe and reliable drinking water in the most economical way possible. It is only through the efforts of our water professionals, who not only protect human life, but are essential for improving the health and economic livelihood of any great society, that we have made these advances. So I want to thank all of them as we celebrate the birth of these United States!

Florida Water Professionals Month August—yes, the entire month of August—is Florida Water Professionals Month.

Governor Rick Scott will recognize all of the state’s drinking water and wastewater professionals by signing a proclamation in recognition of your efforts. The Association is

determined to get proclamations endorsed by all of the local communities for this celebration; however, we need your help to make this happen. Please contact your local community leaders to have them sign a proclamation. A sample letter and proclamation are available for your use. If you would like more information, please email Janet DeBiasio (publicity@fwpcoa.org), our publicity chair, or me (president@fwpcoa.org).

As another professional recognition, the Association’s annual awards banquet will be held on August 13. The award nominations have been flowing in and it is going to be extremely difficult for our Awards Committee to decide who will receive those accolades, as all are well-deserving individuals.

License Renewal Time All Florida licensed operators have less than a year to acquire the educational credits needed for license renewal. There is still plenty of time to sign up for the FWPCOA Fall Short School. The short school will be held August 11-15 in Ft. Pierce. Our instructors have been working in the industry, so they have the knowledge of both water education and implementation. They are able to provide the educational insight from a lifetime of experience, which a pure academic would not be able to offer. At this time, some of our classes do not have the minimum number of students for the class to be offered; therefore, it is extremely important that you sign up now for the classes that you want.

Open Meetings The FWPCOA Education Committee meeting will be held on August 9 at 3 p.m. in Ft. Pierce. The August board of directors meeting will be held in the same location on August 10 at 9:30 a.m. Please feel free to come out and attend these meetings. We would love to help you get involved with the state’s greatest organization of water professionals. See you in August!

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July 2014 • Florida Water Resources Journal

FWRJ READER PROFILE

Kristiana S. Dragash Carollo Engineers, Sarasota Work title and years of service.

I am a professional engineer and will have six years of experience in August.

Job description; what does your job entail?

I consider myself a professional problem solver, excited to help my clients solve any challenge they are presented with. I have had the opportunity to manage and engineer some really interesting projects, such as constructing and calibrating potable distribution system and reclaimed water hydraulic and water quality models, designing large- and small-diameter water mains and force mains, asset management programs, master plans, distribution system water quality assessments, and treatment plant consolidation studies. Needless to say, I am a “Jill of all trades.”

What education and training have you completed?

I have a Bachelor of Science in Civil Engineering, with a concentration in water resources and environmental engineering from the University of South Florida. I received my P.E. in April 2013.

Despite the fact that I work with InfoWater, geographic information systems (GIS), WaterGEMS, and SewerGEMS on a daily basis, I have never received any formal training on these software programs. I’ve been very fortunate to have excellent mentors and through their instruction and my own determination I’ve gained a very solid understanding of these programs. I love being able to use a model that I’ve calibrated to solve distribution and collection system mysteries!

What do you like best about your job?

My favorite aspect of my job is that I get to learn all about different collection and distribution systems throughout the state.

There is always something new to learn since each utility has unique challenges based on what disinfectant they use, the configuration of their respective distribution or collection system, and the geographic area that they serve. I can solve virtually any problem with the right spreadsheet, model scenario, and sampling plan!

What organizations do you belong to?

Only FWEA. Yep, that’s it. I don’t have time to be a consistent part of any others, although I have aided annually in several FSAWWA Region X events, and even some Suncoast American Society of Civil Engineers (ASCE) events and conferences.

Kristiana doing her “dam” work (assisting with a dam inspection).

How has this organization helped your career?

The FWEA has enabled me to spread my wings within the water/wastewater industry.

I am now armed with a strong network of professionals that I can call in the event that I need assistance with a specific project, or for something within FWEA. The organization has also provided me with numerous opportunities to reach out within the community, speaking at local schools and universities to encourage the next generation of water and wastewater professionals, which I really enjoy.

Finally, FWEA has given me the invaluable opportunity to develop my leadership abilities very early on in my career.

I love to serve the Association, as it has done so much for my career!

What do you like best about the industry?

My favorite part of the industry is working with all of the other dedicated professionals in it to help solve tough problems that for the most part the general public is not even aware of. I love knowing how the world works and explaining it to others who don’t.

What do you do when you’re not working?

I enjoy playing with my two furry children: Tebow, the Shar Pei, and Ranch, the Chow Chow; vacationing with my husband (and sometimes dogs); and watching marathons of whatever interesting TV series I can get my hands on: Game of Thrones, Dexter, Breaking Bad, Homeland, etc.

Kristiana’s husband, Rod, walking their dogs at Joan M. Durante Park on Longboat Key. Florida Water Resources Journal • July 2014

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F W R J

Removal of Biochemical Oxygen Demand via Biological Contact and Ballasted Clarification for Wet Weather Matt Cotton, David Holliman, Bryan Fincher, and Rich Dimassimo Matt Cotton is process group manager, David Holliman is process specialist, Bryan Fincher is process engineer, and Rick Dimassimo is vice president–engineering, at Kruger Inc. in Cary, N.C.

allasted clarification has long been accepted as a viable treatment method for the removal of total suspended solids (TSS) from wet weather wastewater flows. However, as there is no biological mechanism in a typical system, removal of soluble biochemical oxygen demand after five days (BOD5) is minimal, and total BOD5 removal is therefore a function of the total BOD5 present as particulate. The addition of an aerated contact tank upstream of the ballasted clarification unit, where wet weather wastewater and return activated sludge (RAS) are combined, has been proposed as a means to accomplish soluble BOD5 (SBOD5) uptake and meet the U.S Environmental Protection Agency (EPA) requirement of 85 percent total BOD5 removal for secondary treatment.

B

Materials and Methods: Bench-Scale Testing The initial step in investigating this method of treatment was to conduct benchscale testing. Trials were conducted at two wastewater plants in North Carolina with different sludge ages to determine their impact on SBOD5 uptake (Figure 1). The test procedure was as follows: 1. Sample ~30 L of raw wastewater.

2. Sample ~15 L (vol. varied with plant) of RAS and allow to settle/thicken.

3. Add raw water to biocontact tank.

4. Start aeration and timer.

5. Add RAS to contact tank to achieve set mixed liquor suspended solids (MLSS).

6. Immediately sample, filter, and floc filter for soluble carbonaceous biochemical oxygen demand (SCBOD), total carbonaceous biochemical oxygen demand (TCBOD) and TSS analyses (t=1 minute).

7. At time t = 5, 10, 15 minutes, etc., sample

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July 2014 • Florida Water Resources Journal

and filter (SCBOD) or floc filter (TCBOD).

8. Conduct ballasted jar testing on aerated samples (e.g., 10-minute and 25-minute samples) and analyze for total carbonaceous biochemical oxygen demand (CBOD), SCBOD, and TCBOD. 9. Ballasted floc jar test procedure: Add metal salt coagulant and ballast (sand) to raw sample.

Mix at 300 rpm, two minutes.

Add polymer.

Mix at 200 rpm, 45 seconds.

Settle for two minutes.

10. Filter portion of jar test effluent for SCBOD analyses.

11. Flocculate and filter (0.45 uM) portion of jar test effluent for TCBOD analysis.

12. Floc/filtering for TCBOD: ZnSO4 addition Caustic addition (to 10.5 pH) Settle/filter = colloid-free

Figure 1.

Results and Discussion Initial test results demonstrated dramatic reduction in soluble and true soluble BOD5 within the first five minutes of aeration, indicating that the majority of SBOD5 removal is due to sorption alone (see Figure 1). The more gradual decrease over the remaining time can be seen as due to respiration.

When ballasted clarification jar tests were conducted following aeration for 10 and 25 minutes the resulting Total CBOD5 and Soluble CBOD5 removals were > 90 percent.

The SCBOD5 removals were compared between two plants with different sludge ages: three days versus12 days (Figure 3). The plant with the shorter sludge age (i.e., more active sludge) showed better SCBOD5 removals over the same time period when compared to the longer sludge age.

Based on the bench-scale testing, it can be concluded that the aerated contact tank, in combination with ballasted flocculation, will accomplish 85 percent removal of total BOD5.

The initial rapid reduction in soluble BOD5 during the aeration step can be attributed to sorption, while the subsequent more gradual reduction is mainly due to respiration. The ballasted flocculation step accomplishes the removal of particulate BOD5, resulting in total BOD5 removals of > 90 percent.

Figure 2.

Knoxville, Tenn.: Pilot Testing Pilot testing was conducted in Knoxville, Tenn., at both the Kuwahee and Fourth Creek Wastewater Treatment Plants (WWTPs) in early 2010. The Kuwahee plant is an activated sludge plant with a rated capacity of 44 mil gal Continued on page 40

Figure 3.

Florida Water Resources Journal • July 2014

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Figure 4.

Figure 5.

Figure 6.

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July 2014 • Florida Water Resources Journal

Continued from page 39 per day (mgd) located near the University of Tennessee. The Fourth Creek plant is an activated sludge plant with a rated capacity of 10.8 mgd and is located in the suburbs of Knoxville.

Pilot-test goals were to remove BOD5, CBOD5, and TSS. Wet weather flows were simulated using a blend of raw wastewater and secondary effluent, with RAS introduced into the blended feed ahead of the contact tank.

Dissolved oxygen (DO) was monitored in the contact tank, with a value of 2.0 mg/L targeted; the TSS was also monitored in the contact tank. As flow exited the contact tank, ferric chloride was fed at a dose of 80-130 mg/L. An anionic dry polymer was fed in the ballasted flocculation pilot at a dose of 2.5-4.0 mg/L. Settled water turbidity was maintained at < 2 nephelometric turbidity units (NTUs) throughout the testing, while operating at overflow rates of 30-40 gpm/ft2.

Contact tank MLSS levels from 400 to 1500 mg/L were tested to determine the impact of MLSS concentration on BOD5 removals (Figure 4). The influent wastewater at the Kuwahee plant contained a higher industrial component, and therefore a higher portion of the total BOD5 was present as soluble BOD5. Initial testing at Kuwahee showed that a higher MLSS concentration in the contact tank was required to meet the 85 percent removal for total BOD5.

During the Kuwahee study it was demonstrated that higher MLSS concentrations resulted in improved SBOD5 removals (Figure 5).

The Kuwahee portion of the study showed that MLSS values of greater than 1000 mg/L were required to consistently meet the required 85 percent removal of total BOD5. The SBOD5 removals improved as MLSS levels were increased. An average effluent total BOD5 of 20 mg/L was achieved throughout the pilot.

The second portion of the Knoxville study was conducted at the Fourth Creek WWTP, located in a more residential area. The soluble portion of the total BOD5 was much lower at this plant, which resulted in a higher RAS flow requirement to meet the selected MLSS levels.

The MLSS values from 400 to 1500 mg/L were again targeted during the study. Ferric chloride was fed at 65-85 mg/L, with a cationic dry polymer dosed at 2.5-4.5 mg/L. The Fourth Creek results showed excellent total BOD5 removals over all MLSS levels tested (Figure 6). This can be seen as mainly due to the lower SBOD5 levels present. Since most of the total BOD5 was present as particulate BOD5, this allowed the system to achieve > 90 percent total BOD5 removals.

Soluble BOD5 removals that showed improvement as MLSS levels were increased to

1000 mg/L, but no additional benefit was observed at higher MLSS levels.

Excellent total BOD5 removals were observed during the Fourth Creek study, primarily due to the low soluble BOD5 levels present in the wet weather blend (Figure 7). Removals of > 90 percent were observed over all MLSS ranges tested, and TSS removals of > 90 percent were also experienced. The Fourth Creek and Kuwahee studies further validated the concept of biological contact in combination with ballasted flocculation for wet weather wastewater treatment.

Continued from page ??

Akron, Ohio: Pilot Testing The enhanced ballasted clarification unit was piloted in Akron, Ohio, from March to December 2012. The city is under a consent decree with EPA and the state of Ohio regarding its combined sewer system, and EPA approved of the pilot study plan. The system was operated over a predetermined number of actual wet weather events with the following two objectives: 1. Meet the plant 30-day average effluent limitations, which were listed as 30 mg/L TSS and 25 mg/L CBOD. 2. Demonstrate that the process could achieve > 85 percent total CBOD removal.

During the wet weather events, the pilot unit was operated with a 21-minute retention time in the contact tank. An MLSS concentration between 900-1200 mg/L was targeted. The settling tank overflow rate was 40 gpm/ft2, which is considerably greater than the conventional plant. A dose of 105 mg/L aluminum sulfate and 2.8 mg/L anionic polymer was fed to the system during each event. The TSS results confirm that the pilot system achieved lower final TSS concentrations than the conventional plant secondary or final effluent (Figure 8).

The pilot effluent total CBOD5 concentrations were almost identical to the plant secondary effluent (Figure 9).

Figure 7.

Figure 8.

Conclusion The combination of an aerated biological contact tank and ballasted clarification has been approved for full-scale implementation by several EPA regions (3, 4, and 6) as equivalent to secondary treatment for TSS and BOD5 removal. Bench-scale testing demonstrated the viability of the process, and numerous pilot studies have confirmed its effectiveness in achieving excellent TSS and BOD5 removals.

Full-scale plants in Wilson Creek, Texas, and Cox Creek, Md., have recently been commissioned, which will provide further validation of the process as a solution to wet weather wastewater treatment issues.

Figure 9.

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FWEA CHAPTER CORNER Welcome to the FWEA Chapter Corner! Each month, the Public Relations Committee of the Florida Water Environment Association hosts this article to celebrate the success of recent association chapter activities and inform members of upcoming events. To have information included for your chapter, send the details via email to Suzanne Mechler at MechlerSE@cdm.com.

Suzanne Mechler

Chapter Golf Tournament is Huge Success Wisler Pierre-Louis On May 2, the FWEA Southeast Chapter’s 16th Annual FWEA Charity Golf Tournament took place at the beautiful Orangebrook Golf and Country Club in Hollywood. The event started with a delicious buffet lunch, followed by the four-person scramble format golf tournament at 2:00 pm. The event was well attended and exceeded our expectations! The

participants enjoyed playing golf and networking on a hot south Florida day. The event concluded with an awards ceremony that featured a tie for first place and an exciting raffle that offered tons of prizes.

The event was a success thanks to the participants, sponsors, and volunteers. It was great to see our group of clean water professionals gather to raise scholarship funds for students attending Florida Atlantic University, Florida International University, and the University of Miami. We would like to give special thanks to all of the companies that sponsored foursomes.

Gold Sponsors Epoxytec International Florida Aquastore Jacobs Engineering Group 300 Engineering Group MWH Global LMK Pipe Renewal National Water Main Cleaning Company USSI Florida Bearings Inc. (Division of Kaman) Uretek Holdings Inc. Hazen and Sawyer Wharton Smith Reiss Engineering Silver Sponsors David Mancini & Sons Inc. King Engineering Associates Southern Sewer Equipment Sales CES Consultants Inc. Ric-man Construction FL Inc. CUES Primeline Products Inc. Bronze Sponsors SAK Construction Barney’s Pumps Inc. Lockwood Andrews and Newman AECOM Layne Inliner LLC The committee would also like to thank the volunteers on the Golf Committee: Brandon Selle, Seacoast Utility Authority; Rod Lovett, Miami-Dade Water and Sewer Department; Maricela Fuentes, AECOM; and Layla Llewelyn, CDM Smith.

Our next quarterly meeting will be held at the Deerfield Beach Hilton in August, so keep your eyes open for the invitation! As always, if you are interested in getting involved in the Southeast Chapter Steering Committee, please contact me at pwisler@northmiamifl.gov.

Wisler Pierre-Louis is a professional engineer with City of North Miami.

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July 2014 • Florida Water Resources Journal

Florida Team Brings Home Win from AWWA Conference in Boston The Water Buoys, from the City of Palm Coast, has won the national American Water Works Association (AWWA) Top Ops competition, which was held June 10 at the AWWA Annual Conference and Exposition (ACE) in Boston. The team qualified for the national contest by winning the Florida Top Ops contest that was held during the Florida Water Resources Conference in April.

The team took home the first-place award from this “college bowl” type event that tests each group of water treatment and distribution operators on its knowledge of system operations. The head judge for the contest was Darrel Blanchard and it was sponsored by CH2M HILL. This is the fifth time in nine years that the team has won the title.

Water utilities across the state are encouraged to enter the 23rd annual Florida Top Ops competition, which will be held May 2015 during the Florida Water Resources Conference in Orlando. Teams may represent more than one utility. For more details, and to receive the competition rules, contact Scott Ruland, Top Ops chair, at sruland@deltonafl.gov.

The winning-team photo includes, left to right: Elisa Speranza, president of O&M Business Group, CH2M HILL; team members Peter Roussell, Fred Greiner, Jim Hogan (coach), and Tom Martens; and Darrel Blanchard.

The Water Buoys team is shown above at the 2014 Florida Water Resources Conference, winning the state championship that brought the team to the nationals in Boston.

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July 2014 • Florida Water Resources Journal

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 Stormwater Management and

Emerging Technologies. 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!

___________________________________________ SUBSCRIBER NAME (please print)

Article 1 ________________________________________ LICENSE NUMBER for Which CEUs Should Be Awarded

Article 2 ________________________________________ LICENSE NUMBER for Which CEUs Should Be Awarded

If paying by credit card, fax to (561) 625-4858 providing the following information:

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.

___________________________________________

(Credit Card Number)

(Expiration Date)

Removal of Biochemical Oxygen Demand via Biological Contact and Ballasted Clarification for Wet Weather

Improving Drinking Water Plant Performance and Regulatory Compliance Via Chemical Control Optimization

Matt Cotton, David Holliman, Bryan Fincher, and Rich Dimassimo

(Article 2: CEU = 0.1 DW/DS)

Gregg A. McLeod

(Article 1: CEU = 0.1 WW)

1. Initial results of testing described in this article indicated that a majority of soluble biochemical oxygen demand (SBOD5) removal is attributable to a. respiration. b. evapotranspiration. c. filtration. d. sorption.

2. Higher SBOD5 concentrations were noted in the Kuwahee test facility because a. its flow stream is primarily residential. b. its flow stream contains a higher industrial component. c. primary sedimentation decreased non-soluble BOD5. d. incoming flow was treated with anionic dry polymer.

3. For which test facility does the author provide data confirming that SBOD5 removals consistently improved as mixed liquor suspended solids (MLSS) concentrations were increased? a. Kuwahee b. Fourth Creek c. Akron d. Wilson Creek 4. Ballasted clarification has long been accepted as a viable treatment method for removing ________ from wet weather wastewater flows. a. Carbonaceous biochemical oxygen demand (CBOD5) b. Chemical oxygen demand (COD) c. Total organic carbon (TOC) d. Total suspended solids (TSS) 5. Comparing two plants having different sludge age, better SCBOD5 removals over the same time period were a. the same. b. greater with longer sludge age. c. greater with shorter sludge age. d. difficult to differentiate.

1. In theory, turbidity offset by coagulant produces a ________ charge. a. positive b. negative c. net zero zeta potential d. mixed 2. Which of the following is not a direct component of Langelier Saturation Index? a. Chloride b. Alkalinity c. Temperature d. Total dissolved solids 3. Which of the following coagulants has very low acidity but offers very good total organic carbon (TOC) removal? a. Ferric chloride b. Aluminum sulfate c. Polyaluminum chloride d. Aluminum chlorhydrate 4. All coagulants provide better performance at lower dose a. when applied with a coagulant aid. b. following primary sedimentation. c. when operating near point of pH insolubility. d. when followed by chlorination.

5. _______________ was added for “particle charge control” in the ultrafiltration membrane plant test described in this article. a. Ferric chloride b. Polyaluminum chloride c. Negative electrical current d. Liquid caustic soda

Florida Water Resources Journal • July 2014

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F W R J

Meeting Multiple Objectives in Stormwater Treatment at Freedom Park James S. Bays and Margaret Bishop reedom Park is a 50-acre water quality improvement project in Naples treating stormwater from the urban 961acre Gordon River watershed. Constructed pond, wetlands, and restored wetland habitats are integrated into a passive park setting of trails, boardwalks, educational facilities, and natural landscaping. Oper-

F

ated by the Collier County Growth Management Division and the Parks and Recreation Department, the system uses wetlands to reduce nitrogen and phosphorus in water pumped from ditches draining the watershed.

A versatile educational facility supports multiple civic functions that sustain a

Figure 1. Freedom Park Location: Watershed and Major Drainage Features (Source: Collier County Growth Management Division)

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July 2014 â&#x20AC;˘ Florida Water Resources Journal

James S. Bays is with CH2M HILL in Tampa and Margaret Bishop is with Collier County Government in Naples.

steady increase in visitor use. Since system startup in October 2009, water quality samples have been collected during the June to October rainy season to assess concentration reductions in nitrogen, phosphorus, and trace metals. Annual review of the ecological monitoring transects in the restored section of the park has been conducted to document the effectiveness of removal of non-native vegetation, a common management technique in south Florida. This article summarizes key findings of monitoring during the period from 2009 through 2013 and documents how Freedom Park provides an illustrative example of a treatment wetland project that provides multiple ecological and social benefits.

The Gordon River discharges to Naples Bay, a subtropical estuary in southwest Florida. The highly urbanized watershed of the Gordon River totals 1,762 ha (4,362 acres) in area and includes a significant proportion of the City of Naples. Extensive drainage systems accelerate runoff to the river and estuary, which exhibit classic symptoms of eutrophication and urban pollution. Two large sub-basins comprise the Gordon River watershed, which is divided east-west by urban arterial highway Goodlette-Frank Road: the 389-ha (961acre) West Sub-Basin and the 1,377-ha (3,401-acre) East Sub-Basin (Figure 1). The project area is sited to treat flow conveyed by the drainage ditch parallel to GoodletteFrank Road.

As shown in Figure 1, Gordon River has been modified significantly. Ditches extending north and east in the East SubBasin have increased the aerial extent of the watershed. An adjustable tidal barrier, located immediately downstream of Freedom Park, has been in place since the 1970s to prevent salinity intrusion.

The West Sub-Basin is predominantly residential land use (72 percent) and the East Sub-Basin is approximately 40 percent

residential and 21 percent recreational land as a golf course (Table 1).

The Florida Department of Environmental Protection (FDEP) has determined that the river and its watershed are impaired. To address these impacts, the Gordon River Master Plan was developed in 2002, which quantified watershed loadings and appropriate best management practices suitable for detaining runoff and improving water quality in stormwater discharges, with the objective of reducing loading to downstream Naples Bay. The 20-ha (50-acre) Fleischmann Tract, located near the terminus of the watershed, was identified as an appropriate location for placement of a water storage and treatment facility. About two-thirds of the parcel was an abandoned orange grove; the remainder consisted of a drained cypress floodplain swamp, infested with exotic

Brazilian pepper and other non-native plants.

The county purchased the Fleischmann Tract in 2004 with funds that were reimbursed with a grant from the Florida Communities Trust. Significant financial support was provided by the South Florida Water Management District (SFWMD).

Freedom Park cost $30.5 million, of which land acquisition was $19.2 million, design was $1.3 million, and construction was $10 million. The project was funded by $6 million from Florida Communities Trust for construction, $1.5 million from SFWMD for design and construction, $10 million from the SFWMD Big Cypress Basin allocation for property purchase, $2.7 million from transportation impact fees, and $10.3 million in ad valorum taxes for design, purchase, and construction.

Through this project, the county was

Table 1. Gordon River Watershed Land Use Composition (Source: Collier County Growth Management Division)

Figure 3. Freedom Park Wetlands in Naples

responding to a long-standing community interest to conserve the property from development, while creating an opportunity to achieve the stormwater management objectives established by the master plan.

The project was designed to accomplish the following goals: Develop a stormwater management facility that will reduce pollution in the Naples Bay and Gordon River, and alleviate flooding within the Gordon River Basin.

Create an aesthetically pleasing passive educational/recreation park facility, which not only minimizes environmental impacts but also helps create a natural habitat of native flora and fauna.

Ecological Innovation: Building from Everglades Experience The design of the project began in June 2005, and construction began in December 2007. The project was substantially complete in June 2009 and the grand opening was held in October 2009. Freedom Park includes full-scale demonstrations of constructed treatment wetlands and natural wetland restoration techniques, including the design of a stormwater pond, constructed treatment marshes, wetland restoration, upland plantings and passive recreational park facilities, and a 232-m 2 (2,500-sq-ft) environmental education facility. Siting Freedom Park in urban Naples required new access roads and modifications to improve site stormwater conveyance.

The treatment system consists of a 1.9ha (4.7-acres) pond for stormwater storage, followed by 2.7 ha (6.7 acres) of constructed marshes designed to enhance stormwater polishing by submerged aquatic vegetation and native herbaceous marshes that remove harmful pollutants from the stormwater and river water prior to discharge to the on-site natural wetlands (Figure 3). The shallow (15-30 cm; 0.5-1.0 ft) marshes are populated with native emergent marsh species, including pickerelweed, spikerush, sawgrass, duck potato, and fireflag (Figure 4). Deep marshes (1.3 m; 4 ft) include white water lily, as well as native species of submersed aquatic vegetation, and are interspersed within each wetland for hydraulic, habitat, and solids storage benefits.

Borrowing Everglades-type passive stormwater treatment technologies, the terminal marsh zone of Wetland Cell C is built on a shallow layer of limestone to encourage periphyton growth for enhanced phosContinued on page 48

Florida Water Resources Journal â&#x20AC;˘ July 2014

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Continued from page 47 phorus removal by a passive periphyton marsh (Bays et al, 2001).

Water is pumped from contributing ditches during the wet season using a 3,785Lpm, or 1,000-gal-per-min (gpm), pump

station to the pond, which is sized to store over 14 megaliters (ML), or 3.7 mgal, equivalent to the volume captured during a oncein-25-year storm event. Water flows through the pond by gravity to and through 2.7 ha (6.7 acres) of constructed wetlands.

Flow from the constructed wetlands discharges passively to 5.8 ha (14.35 acres) of restored cypress floodplain swamp contiguous to the Gordon River.

A second 946-Lpm (250-gpm) pump station takes water from the Gordon River during periods of low flow to the wetlands for additional treatment, and as a hydration source. This second mode of treatment is designed to contribute to reduction of base flow loads to Naples Bay and support yearround use of the site.

Hydraulic Operation

Figure 4. Typical View of Freedom Park Wetland Vegetation. Deep zones are fringed by floating-leaved aquatics, such as water lily (upper part of photo). Emergent marsh zones are vegetated with native freshwater marsh species, including fireflag, pickerelweed, spikerush, sawgrass, and duck potato (lower part of photo).

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July 2014 â&#x20AC;˘ Florida Water Resources Journal

The natural seasonal variation in runoff from the watershed drives the hydraulic operation of the constructed wetland system. Figure 5 illustrates the typical seasonal operation of the Freedom Park wetlands.

Consistent measurement of flows at the inflow pump station began in 2009, and the data from 2010-2011 are considered to be good estimates of pump-station flows, in general. Inflow meter values compared directly in 2011 to separate meter measurements made by strapping a National Institute of Standards and Technology (NIST) flow meter onto the inflow pipe in the pump, and were found to be within an error range of at least 10 percent (T. Denison, pers. comm., 2012).

In 2010, during the rainy-season months of July to November, nearly 568 ML (150 mgal) of stormwater runoff were pumped into Lake A to be treated by the wetland cells. During the same period in 2011, almost 681 ML (180 mgal) of stormwater runoff were pumped into Lake A. Only about 76 ML (20 mgal) of stormwater runoff were pumped into Lake A during the dry season months of December to June, for a total of about 757 ML (200 mgal) of stormwater runoff pumped in for the year.

Flow measurements from the Gordon River pump station are preliminary, given the limited time the system has been in operation, but the amount of water being pumped into the constructed wetland system from Gordon River is minor compared to the substantial amount of stormwater runoff inflow described. Only about 23 ML (6 mgal) of water were pumped into the constructed wetland system from the Gordon River pump station during the 2011 calendar year, with about 15 ML (4 mgal) of that being pumped in during the July through November rainy season.

Representative flow data are summa-

rized in Table 2. Hydraulic loading to the wetland system ranged from 8.1-9.7 cm/d (3-4 in./day) to <1 cm/d (<0.4 in./day) during the dry season. Over 2011, the weighted average hydraulic loading rate was 4.5 cm/d, a rate greater than recent average hydraulic loading to the Everglades stormwater treatment areas (STAs), which ranged from 0.6 to 2.6 cm/d (0.2-1.0 in./d) across the different STAs (SFWMD, 2014).

The hydroperiod of the constructed wetlands are highly seasonal, with standing water present and only predominating during pumping in the summer wet season.

Continuous water-level records during 2012 in Wetland C indicated an inundation duration of 111 days, or approximately 30 percent, with an average marsh depth of 60 cm during inundation. Standing water was present continuously from mid-June through the end of October, with periods of standing water averaging two weeks in December, March, and April in response to seasonal frontal storms.

In the restored wetlands, hydroperiod measurements for 2012 showed a similar duration from June through October, but average water depths were shallower (15 cm; 0.5 ft), with frequent peaks of 45 cm (1.5 ft).

Water Quality Performance The project was designed to reduce phosphorus and nitrogen concentrations in stormwater and pumped river base flow.

Figures 6 and 7 show time series of inflowoutflow data collected between 2008-2013 for total phosphorus (TP) and total nitrogen (TN), respectively. Water samples have been typically collected during the summer rainy season when water is being pumped through the wetland, and are representative of normal operating conditions. Median concentrations of TP have been reduced 84 percent from 0.210 mg/L in the watershed stormwater to a wetland outflow of 0.033 mg/L. Outflow TP concentrations have ranged from 0.011 mg/L to 0.090 mg/L, in contrast to inflow TP, which has ranged from four to 10 times greater, from 0.10 mg/L to 0.33 mg/L, with one spike up to 1.77 mg/L. This performance range is consistent with the Everglades STAs, where period of record inflow average concentrations have been reduced by 74 percent from 0.140 mg/L to 0.037 mg/L (SFWMD, 2014).

The TN showed a 41 percent reduction in median concentrations from 1.47 mg/L

Figure 5. Seasonal Modes of Operation. Stormwater from the watershed drainage provides the primary source of water through the wet season (June-November) and as significant rainfall occurs during the remainder of the year. For the dry season (December-May), a lesser amount is pumped from the Gordon River to the lake.

Table 2.

Pumped Flow Summary, 2010-2011

Continued on page 50 Florida Water Resources Journal â&#x20AC;˘ July 2014

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Continued from page 49 to 0.87 mg/L. Outflow nitrogen concentrations are predominantly organic nitrogen, and represent the attainable background.

Outflow concentrations ranged from 0.53 mg/L to 1.27 mg/L, consistent with the concept that constructed wetland TN reductions are constrained to an irreducible

background of organic nitrogen contributed by internal cycling (Kadlec and Wallace, 2009). In contrast, stormwater inflow concentrations ranged approximately two times more from 1.11 mg/L to 2.31 mg/L. When sampled in 2011 and 2012, the median TP concentration in the Gordon

Figure 6. Total Phosphorus Inflow and Outflow Concentrations: 2008-2013

Figure 7. Total Nitrogen Inflow and Outflow Concentrations: 2008-2013

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July 2014 • Florida Water Resources Journal

River downstream of the discharge from the wetland was significantly lower in the river (0.10+0.03 mg/L) than in the stormwater (0.21+0.05 mg/L; p<0.05). Median stormwater TN concentrations of 1.58+0.35 mg/L were significantly greater than the river TN of 1.21+0.31 mg/L difference (p<0.05). Given that the stormwater historically was conveyed directly to the river without the benefit of treatment, and that both East and West watersheds contributing to the Gordon River are similar in land use, the relatively lower TN and TP concentrations in the river suggest that the treatment wetland discharge is contributing to a cumulative reduction in river nutrient load to the bay.

These performance values are consistent with other treatment wetlands receiving similar inflow mass loading with similar inflow concentrations (Kadlec and Wallace, 2009). The TP removal rate for 2012 averaged 1.34 g/m2·yr for 2012, consistent with Everglades STAs TP removal rates of 0.3 to 1.7 g/m 2 ·yr (SFWMD, 2014). The TN removal rate of 9.4 g/m2·yr is consistent with removal rates for similarly loaded wetlands; wetlands receiving urban stormwater at an average hydraulic loading rate (HLR) of 5.4 cm/d achieved a 45 percent reduction on average (Kadlec and Wallace, 2009).

Inflow stormwater concentrations did not exceed state water quality standards for common metal contaminants in stormwater, but significant reductions were observed through the wetland. Measured reductions in median inflow concentrations for arsenic, copper, iron, and zinc have averaged 39, 35, 75, and 60 percent, respectively; median outflow concentrations were 5.16, 1.44, 51.3, and 5.05 µg/L, respectively.

The final concentrations of all nutrients and metals are consistent with expectations of “background” concentrations for constructed marshes in this region, and well below observed ecological effects thresholds.

Other parameters monitored simultaneously with the nutrient parameters include dissolved oxygen and chlorophyll a.

Table 3 provides an overview of representative samples taken during 2011. Dissolved oxygen is typically greater discharging from the wetland system than entering, and well above the state water quality standard. This difference can be attributed to the loss of oxygen demanding materials from the inflow, the passive aeration occurring in extensive open deep water zones, and the abundance of periphyton and submersed aquatic vegetation near the outlet. The re-

duction in chlorophyll a is attributable to wetland reduction of nutrients.

Table 3. Dissolved Oxygen and Chlorophyll a in 2011 (Average + St. Error)

Site Wetland Restoration Progress As part of the conceptual intent of the project, existing wetlands on the property would be restored through removal of nonnative plant species, and planting with native species would supplement site biodiversity. As a specific requirement of the Environmental Resource Permit issued

by SFWMD, the minor impact necessary to 0.2 ha (51 acres) of altered wetlands on-site would be mitigated by the restoration of 5.1 ha (12.5 acres) of on-site habitat, including 4.25 ha (10.5 acres) of wetland and 0.8 ha (2.0 acres) of uplands. The restored area would be placed under a conservation easement and managed in perpetuity. Water discharged from the treatment wetlands diffuses through the restored wetland, providing a supplemental source of hydration on a rainfall-driven schedule.

Six transects are monitored at representative locations within the natural wetland habitats on-site (Johnson Engineering, 2008). Non-native plant removal activities performed after each annual report targeted non-native species with an objective of suppression of regrowth.

Following the initial baseline characterization monitoring, non-native species were manually removed, follow-up control efforts were implemented, and supplemental plantings completed. By the third year, the canopy composition had returned to an assemblage of native wetland trees, including cypress, cabbage palm, red maple, white mangrove, and Carolina willow, and shrubs such as wax myrtle and groundsel, completely replacing the non-native cover of Brazilian pepper, earleaf acacia, downy rose myrtle, and other species once abundant in the area (Johnson Engineering, 2011).

In response to the extensive non-native plant control activities during the site restoration, median total canopy cover declined from 91 to 43.5 percent. With the canopy opened, and additional saplings planted, the median total cover has steadily increased since the time zero monitoring to approximately 65 percent. Similarly, the reduction in non-native species in the overstory canopy opened up the groundcover to a more natural light environment. Groundcover was variable, but generally low during the baseline monitoring. Median groundcover values have increased from 37 percent during baseline to 76 percent. The total

Figure 8. Interpretive Center, Freedom Park

number of groundcover species ranged from 25 to 36 by transect during the thirdyear monitoring.

Operation and Maintenance Operating costs totaled $54,580 for 2011; of this, the power cost to operate the pond and wetland pumps totaled $10,600.

The remainder of the cost is attributable primarily to vegetation management to control non-native species colonization of the constructed and natural wetlands, a common recommendation in subtropical Florida and one that is necessary to meet state wetland permit requirements.

A Vital, Growing Resource to the Community The education facility includes restrooms, six lookout pavilions, water fountains, and walking trails (Figure 5).

Educational and information signage is available throughout the park. Workshops were conducted with the public during the design process to capture community input.

The proximity of the project to other significant environmental centers on the Gor-

don River, such as the Conservancy of Southwest Florida, provides a cumulative regional benefit.

The project combines wetlands, habitats, trails, boardwalks, observation gazebos, educational facilities, and extensive indigenous landscaping within a passive park setting. The sustainably designed 232m 2 (2,500-sq-ft) educational center provides a center of activity to the park and is both an origin and destination to site visitors. The park hosts 1,158 m (3,800 ft) of boardwalks and 3.2 km (2 mi) of walking trails. Elevated forest boardwalks allow visitors easy access to the restored cypress floodplain habitats. Multiple pavilions are located throughout the restored wetland for shade, resting, and birding.

Public use of the park is extensive and increasing. Annual total visitor counts have increases steadily from 18,540 in 2010 to over 24,000 in 2013. These values are presumed to be underestimates, as tallies are for a 40-hour staff work week and do not include after-hour totals. The number of users can vary six-fold daily, from 50 per day in the summer to 300 per day in the winter.

Continued on page 52

Florida Water Resources Journal â&#x20AC;˘ July 2014

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Continued from page 51 Collier County Parks and Recreation offers over 40 programs with over 1000 participants in the educational facility. The park supports volunteer efforts, and arrangements can be made to utilize the educational facility by the public for meetings after dusk. A farmer’s market is held at the interpretive facility on weekends. Highquality interpretive signs are located along all trails and wildlife observations are kept by volunteer interpretive staff.

As measures of the value of the site to the public and the stormwater treatment community, Freedom Park received “Design of the Year” in 2009 from Southeast Construction magazine, “Project of the Year” in 2010 from the Florida Association of County Engineers, and the “Stormwater Excellence” award in 2011 from the Florida Stormwater Association.

Conclusions Freedom Park is a successful example of an innovative natural stormwater facility design that provides multiple benefits, while achieving new standards of wetland park landscape design. As a stormwater treatment

52

system, Freedom Park detains stormwater before discharge to the Gordon River, lessens chronic flooding concerns in adjacent neighborhoods, and improves river water quality by wetland treatment of stormwater and baseflow. As an ecological system, Freedom Park restores and rehydrates rare subtropical bald cypress floodplain swamp wetlands, and conserves upland and wetland habitats for public open space in a developed urban area.

As a community asset, the park is a valued facility well-suited for a range of passive recreational uses, and serves as a state-ofthe-art public center for environmental education and nature study.

Acknowledgements The authors gratefully acknowledge the many contributions of the staff of Collier County. The South Florida Water Management District provided critical project funding and support. Thanks go to Tim Denison of Johnson Engineering for water quality and hydrologic data reporting, Laura Herrero of Johnson Engineering for the Wetland Mitigation reporting, and CH2M HILL project staff.

July 2014 • Florida Water Resources Journal

References • Bays J.S., Knight R.L., Wenkert L., Clarke R., and Gong S. 2001. Progress in the Research and Demonstration of Everglades Periphyton-Based Stormwater Treatment Areas. Water Sci. Technol. 44(11-12):12330.

• Johnson Engineering. 2008. Freedom Park Wetland Mitigation Baseline Monitoring Report. South Florida Water Management District Permit No. 11-00820-S-02. Naples, Fla. • Johnson Engineering. 2011.Freedom Park Wetland Mitigation Year 3 Monitoring Report. South Florida Water Management District Permit No. 11-00820-S-02.

Naples, Fla. • Kadlec, R.H. and S. Wallace. 2009. Treatment Wetlands, Sec. Ed., CRC Press, Boca Raton, Fla. • South Florida Water Management District, 2014. Performance and Optimization of the Stormwater Treatment Areas.

Ch.5 in 2014 Draft South Florida Environmental Report. West Palm Beach, Fla. www.sfwmd.gov.

Florida Water & Pollution Control Operators Association

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Reclaimed Water Distribution C, B & A ........................$225/$255 (Abbreviated Course) ................................................$125/$155

Wastewater Sampling for Industrial Pretreatment & Operators................................................................$160/$190

Stormwater Management C & B ...................................$260/$290

Wastewater Troubleshooting ........................................$225/$255

Stormwater Management A .........................................$275/$305

Water Troubleshooting ..................................................$225/$255

For further information on the school, including course registration forms and hotels, download the school announcement at www.fwpcoa.org/fwpcoaFiles/upload/2014FallSchool.pdf

SCHEDULE CHECK-IN: August 10, 2014 1:00 p.m. to 3:00 p.m.

CLASSES: Monday – Thursday........8:00 a.m. to 4:30 p.m.

Friday........8:00 a.m. to noon

FREE AWARDS LUNCHEON + Wednesday, August 13, 11:30 a.m. + 3209 Virginia Avenue Fort Pierce, FL 34981

For more information call the

FWPCOA Training Office 321-383-9690 Florida Water Resources Journal • July 2014

53

New Products The Upgrade progressive cavity replacement grinder pump from Environment One Corp. is designed to fit almost any other grinder pump wetwell. It is designed to replace the troublesome components of a centrifugal pump, including slide rails, pump/motor, float switches, piping, and motor control devices. All solids are ground into fine particles, allowing them to pass easily through the pump, check valve, and smalldiameter pipelines. It is also designed not to jam and for minimum wear to the grinding mechanism. It comes with a self-contained level control system, which eliminating float switches, is automatically activated, and runs for very short periods. The 1 ¼-in. slide face discharge connection is adaptable to any existing discharge piping. The internal check valve assembly is custom designed for non-clog, trouble-free operation. Units are available with a number of discharge hose lengths to accommodate a wide range of existing tank depths. (www.eone.com)

CLA-VAL produces the X144 e-FlowMeter vortex-shedding insertion flow meter, which can be retrofitted into a CLA-VAL control valve to capture flow data without installing an inline meter. The X145 e-Display works in tandem with the flowmeter to provide the local display of flow rate, pressure, and valve position. The eDisplay is SCADA compatible, has customizable units, and is simple to program. Both the flowmeter and the e-Display can be operated using the X143IP power generator, which uses the hydraulic energy in distribution system piping to generate up to 14 watts of power without tying into a power grid. (www.cal-val.com)

The American-BFV butterfly valve from Val-Matic Valve and Manufacturing Corp. is offered in 150B and 250B AWWA classes, with flanged end connections in 3- to 144-in. sizes and 4- to 48-in. mechanical joint end connections. The valve complies with AWWA

C504 and C516, certified NSF/ANSI 61 for drinking water, and NSF/ANSI 372 Certified Lead-Free. It has epoxy interiors, continuous uninterrupted seating, and a Tri-Loc seat-retention system that allows for field adjustment/replacement without the need for special tools or epoxies. The disc is constructed of ductile iron for improved headloss characteristics and added strength. It has self-adjusting/wearresistant V-type packing shaft seals and stainless steel tangential taper pins that provide strength and rigidity. (www.valmatic.com)

The managed SCADA system from Mission Communications is a complete monitoring and controls system that allows municipalities to better manage, operate, and maintain collection and distribution systems.

Real-time alarms are delivered by any combination of voice phone calls, text messages, emails, faxes, and pager notifications, and each alarm is logged on the Web portal. Because the system is Web-based, enhancements and new features are immediately available at no extra cost. Users can compare pump station flow with local rainfall, analyze pump run times for anomalies, or track site access with reports tailored to the water and wastewater industry. Reports assist with preventing noncompliant events from occurring.

The Web portal can be accessed anytime and anywhere, and from any Web-enabled device. (www.123mc.com)

The new BioTector B3500c TOC Analyzer from Hach Co. is specifically designed to meet the requirements of clean water applications, including condensate return, cooling water, potable water, pharmaceutical water, and demineralized water. It offers process insights, process incident alerts, environmental monitoring, energy optimization, product and water loss prevention, and boiler and plant protection. Unlike other systems that require reagent replacement biweekly or

monthly, the analyzer only needs replacement every six months. Along with a small footprint, the analyzer has the ability to monitor two streams at the same time. (www.hach.com)

Itron has announced an expansion of its analytic capabilities in North America with Itron Water Analytics, a new system that includes a data store optimized for analytics, business intelligence dashboards, and water-utility-specific analytics that turn smart metering and other operational data into actionable intelligence to improve utility operations and asset management. The system provides revenue protection, district metering, flow analysis, and trend forecasting modules to help utilities better manage the delivery and use of water. In addition, the analytic application features an intuitive user interface that allows water operators to easily access and analyze critical information about their systems. The product is pre-inegrated with the company’s ChoiceConnect solution to provide a comprehensive smart solution for water utilities. (www.itron.com)

The NCMP-603 hand-held flowmeter from Noncontact Meters Inc. is a clamp-on, noninvasive tool that uses the latest in transittime technology to measure a liquid flow from the outside of the pipe. The unit is well-suited for flowmeter calibrations, spot checks, and flow studies on water, wastewater, chillers, boilers, HVAC, energy management, and chemical process applications. Features include 4—20-mA output, a logger with 300,000 data points, USB download, and an 18-hour battery life. The meter also includes a sleep function for extended battery life, as well as an internal self-check operation. The clamp-on transducers are adjustable for pipe sizes from 1 to 48 in. The unit operates within a temperature range of -40°F to 300°F (-40°C to 150°C). (www.noncontactmeters.com)

News Beat Florida residents will likely see water rate increases in the coming years, despite the current steady incline seen since the state’s housing boom, according to Fitch Ratings. However, as Florida’s average monthly residential bill for combined services approaches Fitch’s affordability marker of 2 percent of median household income, water utilities may see increased political pressure around future rate hikes.

“For many water utilities, Florida’s rapid housing growth led to an expansion of water and sewer infrastructure and the debt needed

54

to finance it,” said Andrew DeStefano, director. “But when you build in a downturn, rate hikes become necessary to finance debt with a smaller population.”

While utilities’ finances have improved with the economy, rate hikes will likely continue as they face increased spending from tighter regulations on wastewater effluent disposal and water quality, longer-term water supply needs, and ongoing repairs and maintenance. Expectations for future development, as well as climatic, geographic, and ecological

July 2014 • Florida Water Resources Journal

nuances, present different challenges for Florida utilities over the long term.

Overall, Florida’s water and sewer utility ratings remain strong and have benefitted from improving economic conditions, stable customer demand trends, and sound fiscal management.

While rising affordability concerns are unlikely to lead to negative rating actions in the near future, a utility’s ability to adopt and implement rate increases may become more limited over time.

Florida Water Resources Journal â&#x20AC;˘ July 2014

55

ENGINEERING DIRECTORY

Tank Engineering And Management Consultants, Inc.

Engineering • Inspection Aboveground Storage Tank Specialists Mulberry, Florida • Since 1983

863-354-9010 www.tankteam.com

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July 2014 • Florida Water Resources Journal

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

Florida Water Resources Journal â&#x20AC;˘ July 2014

57

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

w w w. c e nt r a l f l or i d a c ont rol s . c om

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July 2014 • Florida Water Resources Journal

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

EQUIPMENT & SERVICES DIRECTORY

CLASSIFIEDS Positions Av ailable

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

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.

The Town of Hillsboro Beach is accepting applications for a Class C or higher Water Treatment Plant Operator or a trainee who has completed the DEP approved coursework. For application, please visit www.townofhillsborobeach.com.

Client Services Manager Reiss Engineering, Inc., a growing consulting engineering firm specializing in potable water and water reclamation consulting engineering, is currently hiring for an experienced Client Services Manager in the Tampa Bay area. For more information about career opportunities or to apply for this position, please visit www.reisseng.com.

Construction Manager – Hillsborough 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

Plant Operator - Water Waste Water at SCPS Responsibilities: Maintain and operate district’s water and wastewater distribution systems and treatment plants as prescribed by Florida Statutes and DEP. Qualifications: AS/BS Degree(preferred) or High School Diploma/equivalent, five years’ experience in water and wastewater systems, class C operator’s license for a water treatment plant, class D operator’s license for a wastewater treatment plant, and valid driver’s license. http://www.scps.k12.fl.us/Portals/17/assets/doc/Plant%20Operator_WaterWasteWater.pdf

Florida Water Resources Journal • July 2014

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CITY OF WEST PALM BEACH WATER PLANT MANAGER

CITY OF WEST PALM BEACH WATER PLANT OPERATOR II The City of Lakeland is seeking a Water Plant Operator II. The salary is $34,258.00 - $53,123.00. This position may be under filled with a Water Plant Operator I. This is skilled work at the journey level in the operation and maintenance of a municipal potable water treatment plant and other water supply facilities. Requires a high school diploma from an accredited school or a G.E.D. and 4,160 hours of experience (including regular and overtime hours) in the initial operation of a potable water treatment plant. Must possess and maintain a state of Florida Class “C” Water Treatment Plant Operator Certification.

Interested applicants must complete an on-line application at: http://www.lakelandgov.net/employmentservices/EmploymentServices/JobOpportunities.aspx EOE/DFWP

EXECUTIVE MANAGER OF WATER RECLAMATION SERVICES Plans and directs the overall activities of the East Central Regional Wastewater Treatment Facility (ECRWWTF) which is operated by the City of West Palm Beach as managing agent for the ECRWWTF Board. The incumbent will be responsible for developing and maintaining a regulatory compliance program for the ECRWWTF to ensure full compliance with all local, state, and federal laws and regulations; will study plant operations and costs; prepares and recommends annual budget, and administers the expenditure funds allocated by the ECRWWTF Board; works with federal and state agencies relative to grants and loans.

QUALIFICATIONS: Five years experience in public utilities, public works, or waste water treatment systems and a Bachelor's degree from an accredited college or university with a major in Business/Public Administration, Engineering or closely related field, or any equivalent combination of training and experience. Two years in a supervisory/managerial capacity, required.

Experience in wastewater plant operations, a State of Florida Class A Wastewater Plant Operator license issued by the Department of Environmental Protection and Professional Engineer license, are highly desirable.

A valid Florida driver's license is required. A valid driver's license from any state (equivalent to a State of Florida Class E) may be utilized upon application; with the ability to obtain the State of Florida driver's license within 30 days from day of appointment.

Salary: Depending on qualifications, the hiring salary for this position can be within the range of $70,281 - $105,575 If interested in applying for this position, please complete the on-line application by visiting our page at www.wpb.org

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July 2014 • Florida Water Resources Journal

The Water Plant Manager plans, supervises, coordinates, and controls the City's 47 MGD water treatment plant and water distribution systems operations. Responsible for the maintenance , construction, and repair efforts dedicated to infrastructure and water treatment and operations; for developing and maintaining regulatory compliance programs to ensure compliance with all local, state and federal laws, rules and regulations; and to properly respond to citizen's questions and inquiries on all water quality issues. It is the incumbent's responsibility to study plant operations and costs and make recommendations and implement procedures on how to optimize water plant operations, maintenance, repair, replacement, and capital expenditures.

QUALIFICATIONS: Five years experience in public utilities, public works, or water treatment systems and a Bachelor's degree from an accredited college or university preferably with a Major in Chemistry, Biology, Business or Public Administration, or closely related field, or any equivalent combination of training and experience. Two years in a supervisory/managerial capacity, required.

A State of Florida Class A Water Plant Operator license issued by the Department of Environmental Protection is highly desirable.

A valid Florida driver's license is required. A valid driver's license from any state (equivalent to a State of Florida Class E) may be utilized upon application; with the ability to obtain the State of Florida driver's license within 30 days from day of appointment.

SALARY: Depending on qualifications, the hiring salary for this position can be within the range of $70,281 - $105,575 If interested in applying for this position, please complete the on-line application by visiting our page at www.wpb.org

Client Services Manager Reiss Engineering, Inc., a growing consulting engineering firm specializing in potable water and water reclamation consulting engineering, is currently hiring for an experienced Client Services Manager in the Ft. Lauderdale area. For more information about career opportunities or to apply for this position, please visit www.reisseng.com.

Mechanic Highly skilled Mechanic for biosolids manufacturing plant. Candidate will perform general maintenance; strong ability to trouble shoot and repair equipment and facilities while coordinating with Operations Department; must have working knowledge of PLCs; SCAADA; and CMMS for preventive maintenance; will be accountable for maintaining spare part inventories and appropriate tools. Strong safety focus required, must be familiar with OSHA guidelines. High school diploma or equivalent is mandatory; experience in welding; piping systems; rotating equipment; screw/belt conveyors; electric; instrumentation; fans; and pumps is a definite plus. Must have good communication skills; work effectively in a team environment, positive attitude, work well in a demanding industrial setting; and must be willing to work “on demand” overtime and weekends. Valid Florida Driver’s License. Competitive pay w/benefits including paid vacation. Send resume to: mbowman@nefcobiosolids.com. M/F/V EOE

Chief Wastewater Operator Coral Springs Improvement District Chief Wastewater Operator to oversee and direct the operation of the District's wastewater treatment plan. Responsible for ensuring compliance with state and federal regulatory standards and all applicable District policies, rules and regulations, budget preparations, capital improvements planning, staffing, performance appraisals, and training of personnel.

Must possess a valid State of Florida Class A Wastewater Treatment Operator's license, pass a pre-employment drug screen and have a valid Florida driver's license. Minimum five years supervisory experience in Wastewater Treatment.

Competitive starting salary and benefit package including 401(a) defined benefit plan and matching 457(b) retirement plan.

Application and full job description may be obtained at the District's website: http://www.csidfl.org/resources/employment.html

Broward County Water and Wastewater Services ENGINEER III - WATER/WASTEWATER Fort Lauderdale, FL Salary Range: $62,561.00 - $92,771.00 per year (dependent on qualifications) Go to www.broward.org/careers and then hit link "Additional Career Opportunities" and apply as instructed.

North Springs Improvement District – Water Plant Operator The North Springs Improvement District is searching for a licensed water plant operator. Applicant must be licensed by the Florida Department Environmental Protection with either a C, B, or A water plant license. Please email Mireya Ortega at MireyaO@nsidfl.gov with your application or you can apply at www.nsidfl.gov

Electrician III (Utilities) City of Coconut Creek, FL: Utility Service Worker III (Water) Utilities & Engineering Department Salary: $17.69/hour; $36,792.20 Annually Minimum Qualifications: High school diploma or GED; supplemented by a minimum of three (3) years of experience in water distribution; an equivalent combination of education, certification, training, and / or experience may be considered. Must have a valid Florida Class B or higher commercial driver license, Florida Water Pollution Control Operators Association (FWPCOA) Water Distribution Level 2 certification and Department of Environmental Protection (DEP) Class 2 license. Must obtain an ASSE Backflow Certification; Confined Space Entry certification; CPR certification; and intermediate level Maintenance of Traffic certification within 6 months of hire.

Apply online at www.coconutcreek.net

City of Coconut Creek, FL: Utility Service Worker II (Wastewater) Utilities & Engineering Department Salary: $15.38/hour; $31,990.40 Annually Minimum Qualifications: High school diploma or GED; supplemented by a minimum of two (2) years of experience in the maintenance, troubleshooting, and repair of wastewater collection systems; an equivalent combination of education, certification, training, and/or experience may be considered. Successful completion of an electrical apprenticeship program or equivalent training which has provided a minimum of entry level technical knowledge of the electrical trade is preferred for positions assigned to lift station repair and maintenance Must have a valid Florida Class B or higher commercial driver license; Florida Water Pollution Control Operators Association (FWPCOA) Wastewater license “C” or higher preferred; and CPR, Maintenance of Traffic (MOT), and Confined Space Entry training must be completed within one (1) year of hire.

Apply online at www.coconutcreek.net

Starting Salary $15.73 Salary Range - $15.73 - $25.67 Closing Date: Continuous Seven years experience as an electrician; at least two years in a supervisory position. State of Florida or Pasco County Master Electrician’s License is required. Must possess a valid driver's license. A Florida Commercial Driver’s License, Class “B” with Air Brakes is preferred.

ADA/MF/EOE. Apply online www.pascocountyfl.net

Climate Control Technician III – Utilities Salary $15.73 Salary Range $15.73 - $25.67 Closing Date: Continuous Seven years of progressively responsible experience in the installation, maintenance, and repair of commercial air conditioning/heating, refrigeration, and heat pump equipment controls and systems. Two years in a supervisory position applying skills listed above.

Requires State of Florida or Pasco County “B” Contractors License for air conditioning/heating.

Must possess a valid driver’s license. ADA/MF/EOE Apply online www.pascocountyfl.net

Maintenance Supervisor – Utilities Starting Salary $43,614.00, Salary Range - $43,614 - $74,039 Closing Date: continuous Associates Degree from an accredited college or university is required.

Five years of progressively responsible experience as a supervisor or equivalent in the water/wastewater construction/maintenance field.

Must possess one of the licenses per the job announcement.

Must possess a valid driver's license. ADA/MF/EOE. Apply online www.pascocountyfl.net

Licensed Electrician - Coral Springs The North Springs Improvement District is searching for a licensed electrician. Applicant must be licensed. Instrumentation and scada experience are also required. Please email Mireya Ortega at MireyaO@nsidfl.gov with your application or you can apply at www.nsidfl.gov.

Florida Water Resources Journal • July 2014

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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.

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

Destin Water Users WASTEWATER TREATMENT PLANT SUPERINTENDENT Destin Water Users is taking applications for a Wastewater Treatment Plant Superintendent. Position is responsible for management and supervision of overall operation/preventative maintenance of our WWTP, associated equipment, and operations staff. Our 6MGD WWTP is a 24hour operated facility. A minimum of "A" license, five (5) years of experience; a valid Florida Driver's License required. Preference will be given to those with extensive process control and management experience. DWU offers a generous benefits package and compensation will be commensurate with education and experience. The position is open until filled. EOE. To apply please visit www.dwuinc.com/contact-us/career-opportunities/

Editorial Calendar January . . . . .Wastewater Treatment February . . . .Water Supply; Alternative Sources March . . . . . .Energy Efficiency; Environmental Stewardship April . . . . . . .Conservation and Reuse; Florida Water Resources Conference May . . . . . . . .Operations and Utilities Management June . . . . . . .Biosolids Management and Bioenergy Production; FWRC Review July . . . . . . . .Stormwater Management; Emerging Technologies August . . . . .Disinfection; Water Quality; 65th Anniversary September . .Emerging Issues; Water Resources Management October . . . . .New Facilities, Expansions and Upgrades November . . .Water Treatment December . . .Distribution and Collection

Technical articles are usually scheduled several months in advance and are due 60 days before the issue month (for example, January 1 for the March issue).

The closing date for display ad and directory card reservations, notices, announcements, upcoming events, and everything else including classified ads, is 30 days before the issue month (for example, September 1 for the October issue).

For further information on submittal requirements, guidelines for writers, advertising rates and conditions, and ad dimensions, as well as the most recent notices, announcements, and classified advertisements, go to www.fwrj.com or call 352-241-6006.

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July 2014 • Florida Water Resources Journal

City of North Miami Beach PLANT SYSTEM ENGINEER This is responsible technical work, in the operation and general maintenance of treatment system equipment, SCADA (Supervisory Controls and Data Acquisition) system at the water treatment plant and related storage facilities, water distribution system, as well as wastewater system. Work involves performing difficult technical and skilled work in design, set up, programming, calibration, repair and maintenance of instrumentation and process control system. An incumbent in the classification will apply knowledge of process control, programming, engineering, SCADA etc., and employ comprehensive analyses of operations and procedures to assist the operation and maintenance of water and wastewater systems. Work is performed with considerable independence within the scope of professional methods and procedures to accomplish objectives. Position reports to the Assistant Director of Public Services.

The successful candidate must possess: A bachelors degree in Industrial Systems Engineering, Computer Science, or other engineering degrees with major course work in instrumentation and control engineering.

Three (3) years of responsible experience in construction, repair and maintenance of instrumentation and control system working with SCADA, PLC, HMI, etc. at an industrial facility.

Experience in instrumentation and control engineering at a water treatment plant with membrane treatment process preferred.

Trained in computer systems maintenance and networking.

Valid Florida Driver's License.

To apply, mail resume to City Hall, Human Resources Dept. 17011 N. E. 19th Avenue, North Miami Beach, FL 33162, or fax to 305.787.6034. www.citynmb.com/jobs

Positions Wantetd MICHAEL WOOD – Seeking a water/wastewater Trainee position and has passed tests but needs in plant hours to obain his licenses. Prefers Volusia or Brevard County. Contact at 298 Hickory Ave, Oak Hill, Fl. 32759. 386-847-1814 JUAN McELROY – Seeking a wastewater Trainee position and passed the test but needs plant hours to obtain license. Prefers central Florida region within an hours drive. Contact at 4518 Almark Dr. Orlando. Fl. 32839. 407-850-9683 or 407-376-0088

Display Advertiser Index CEU Challenge ....................45 CH2MHill ............................48 Crom ..................................32 Data Flow............................33 FSAWWA Conference ....21-23 FWPCOA Short School ......53 FWPCOA Training ..............35 FWRC Call 4 Papers ............38 Garney .................................5 Heyward..............................52

Hudson Pump ....................13 ISA Symposium ..................55 Permaform ..........................27 Rangeline ............................63 Reiss Engineering..................7 Stacon ...................................2 TREEO ................................42 USA Bluebook ....................43 US Water .............................19 Xylem .................................64

70- Wade trim 71- Stantec FWEA 1/4 page 72 - Move directories C- factor start on 70 & jump ad log arcadis and ISA