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Final Report Point-of-Entry (POE) Cistern Water Purification Units (CPU) Development Project Year: Apr. 1, 2009 ~ Feb. 28, 2010 Submitted by: Sangchul Hwang, PhD Associate Professor Department of Civil Engineering and Surveying University of Puerto Rico at Mayaguez Submitted to: USVirgin Islands Water Resources Research Institute University of the Virgin Islands February 28, 2010 Table of Contents List of Tables 3 Listof Figures 3 List of Photos 3 Problem Statement 4 Objectives of Research 4 Materials 5 Lab-scale POE CPU 6 Setup and Operation 6 Backwash 8 Analysis 8 Results and Discussion 9 Physiochemical Water Quality 9 Filtration and Disinfection 9 Backwash 12 Biological Water Quality 13 CTValues on Microorganisms Removal 14 Student Training 15 Seminar at the USVIs 16 Future Studies 16 Results Dissemination 16 Acknowledgments 16 References 17 List of Tables Table 1. Characteristics of rainwater 5 Table 2. Filtration media used for the sand filtration unit 7 Table 3. Backwash duration and intensity 12 Table 4. Physiochemical water quality parameters of backwash 12 List of Figures Figure 1. Schematics of POE CPU 6 Figure 2. Trend of pH and conductivity during the lab-scale POE CPU run 10 Figure 3. Trend of turbidity and residual chlorine during the lab-scale POE CPU run 11 Figure 4. Results of fecal coliforms analysis 13 Figure 5. Effect of CTvalues on log removal of microorganisms in the influent amended with chicken manure 14 Figure 6. Effect of CTvalues on log removal of microorganisms in the effluent from the sand filter 15 List of Photos Photo 1. A view of the installed lab-scale POE CPU 7 Photo 2. Sand bed expansion during the backwash (left: before the backwash; right: after the backwash). 12 Problem Statement Nearly 1.8 million people die every year due to diarrhoeal diseases (including cholera) in developing countries and 90% of which are children under five years. Approximately 88% of these diseases are attributed to unsafe water supply, inadequate sanitation, and poor hygiene practices. In fact, about 1.1 billion people worldwide do not have access to drinking water from improved sources, where as 2.6 billion people lack basic sanitation. With an improved water supply the diarrhea morbidity rate is reduced by 6% and with an improved sanitation by 32%. In the Caribbean, 77% of the urban and 37% of the rural population don't have access to an improved drinking water, whereas 20% and 44% of urban and rural population, respectively, have access to an improved sanitation (WHO/UNICEF, 2006). Desalination supplies about 80% of the water used in the United States Virgin Islands (USVI). Despite this fact, greater than 50% of the residences in the USVI use rainwater cistern (Brin et al., 2003). Annual rainfall averages 40 inches in USVI and is very seasonal so that desalinated water is often transported to refill the cisterns. From that point, there is a potential for improved water supplies to get exposed to secondary contamination from pumps, pipes and the trucks, resulting in causing infectious diseases and other enteric illness (Sobsey et al., 2008). In addition, there might be contamination of rainwater before collected to the cisterns due to urban pollution, bird and reptile waste materials and particulate matter deposited (Chang et al., 2004; Evans et al., 2006; Simmons et al., 2001). Also, if the cisterns are old and dirty due to poor maintenance, there is a potential of contamination of the stored cistern water. Another case of cistern water contamination can be due to aged cistern structure, thereby infiltration of contaminants from the surrounding contaminated soil and groundwater to the cisterns (Isquith and Winters, 1987). Objectives of Research The technology to be used for the provision of water services to communities and areas in specific characteristics is always challenging. When water purification technology similar to what is used in large urban areas is chosen, it will lead to high investments, which cannot be afforded by the majority of small remote communities. It is important to choose technologies that can easily be operated and maintained by local service providers or by community people. This research aims to develop and evaluate a POE CPU which can be implemented in communities of the USVIs.To meet this end, low-cost, simple, POE sand filtration and disinfection unit was tested in a lab-scale. POECPU to be developed in this proposed study will benefit many communities which rely on rainwater as their drinking water source (e.g., USVIs). POECPU could be used by residents voluntarily with the expectation that the units can provide a protective measure if contaminations are present due to dirty rainwater or mismanaged cisterns. The POE CPU can also be used in a reactive mode, where the residents could take action in response to suspected or confirmed cistern water contaminations. In other aspects, the results of the proposed study not only strengthen the Pi's research thrust on small drinking water system evaluation and development, but also significantly contribute to capacity building for USVIs through seminars and technology transfers in the future. The proposed research was proposed with a budget of $19,750 during the period of April 1, 2009 to Feb 28, 2010. It encompassed lab-scale research, student training, results dissemination, and a seminar. Materials Three different sizes of sand were purchased from the Standard Sand &Silica, Co.. The sands were manufactured specifically for the compliance with AWWA Standard B100 and are listed with NSF Standard 61 as an approved filtration sand supplier and for the use of filtration systems. Commercial gravels in sizes of 0.25~0.75" was purchased for construction of the gravel filter. The lab-scale filtration unit was constructed with glass columns (7" in diameter and 12" long). For disinfection, 0.1% sodium hypochlorite (NaOCI) solution was applied to filtered effluent. Rainwater was collected periodically and stored in a refrigerator at 4°C prior to use. It was analyzed for the key water quality parameters (Table 1). Table 1. Characteristics of rainwater. Villarreal and Dixon (2005) Appan (1999) This Study PH 5.2-7.9 4.1(0.4) 5.8-6.2 BOD (mg/L) 7-24 COD(mg/L) 44-120 77 TOC(mg/L) 6-13 Turbidity (NTU) 10-56 4-6(5.7) 0.7-1.3 Nitrate (NO3-, mg/L) Phosphate (PO4-,mg/L) TS(mg/L) SS(mg/L) Conductivity (uS/cm) Total colifroms (#/ioomL) Fecal coliforms (#/ioomL) 60-379 3-281 9.1(8-9) 92.0(97.1) 6.7(8.9) 5-7 0.025 26-28 2-10 Lab-scale POE CPU Setup and Operation According to the schematics of the POE CPU proposed (Figure 1), a lab-scale filtration and disinfection unit was constructed as shown in Photo 1. For the sand filtration column, three different sizes of sand were used, as shown in Table 2. Distribution and selection of sands were decided in accordance to another small drinking water system project that the PI is working on at a field (Hwang et al., 2009). ^XD\ from the cistern Legend: MM pump 3 way stop valve \^J sampling port ** Treatment flow > lead gravel filtration lag sand filtration I disinfection ""> System wash flow Bypass flow Figure 1. Schematics of POE CPU. 3 -> to the house Photo 1. A view of the installed lab-scale POE CPU. Table 2. Filtration media used for the sand filtration unit. Media Size Total Weight (kg) Sand Global No. SS 30/65 Effective size = 0.18 mm 1.87 Sand Global No. SS 20/30 Effective size = 0.55 mm 3.75 Sand Global No. SS 6/20 Effective size = 1.10 mm 1.87 For the filtration, rainwater was pumped at 0.09 gal/min which is corresponding to 0.50 gal/min/ft2 as shown below: 0.09^ , SFR = „ , ^J7"7! = 0.50 0.182 ft2 mmft2 For disinfection, a commercial liquid NaOCIsolution (5.25%) was diluted to 0.1%. The solution was pumped to the effluent from the sand filtration unit at a flowrate of 0.03154 mL/min. The target disinfectant concentration was set at 0.5~1.0 mg/L in the effluent. Backwash Backwash of the sand filtration unit was conducted at a flow rate of 0.275 gal/min. The stored disinfected filtration effluent was used for the backwash. The flowrate was corresponding to 1.51 gal/min/ft2 as shown below: 0.275 qal/min qal BWR = —.,.. ' —=1.51 " 0.182 ft2 mm ft2 Analysis Samples were collected for analyses of physiochemical and biological characteristics of water. For physiochemical water quality parameters, measured were total residual chlorine concentrations, pH, specific conductivity, particle counts and turbidity. Total residual chlorine (TRC) concentrations were monitored with HACH calorimetric method. The value of pH was monitored with Oakton pH Meter 300 series. Specific conductivity was analyzed with Orion Specific Conductivity Meter Model 162. Turbidity was measured with LaMotte 2020 Turbidimeter. Particle counts were measured with a particle counter (9703 Liquid Particle Counting System, Pacific Scientific, Co.). For biological water quality parameters, measured were total coliforms (TC),fecal conforms (FC) and total heterotrophic bacteria (THB) via a membrane filtration technique. Microbial analysis was done within 24 hours of sampling. TCwas quantified with m ENDO Broth. All colonies that are red and have the characteristic metallic sheen are counted as TCafter incubation for 24 hrs at 35±0.5 °C. For the FC, m FCbroth was used. Tryptic soy broth was used for THB analysis. After incubation for 24 hours at 44.5±0.2 °C,all colonies developed in blue were counted for the FC. THB analysis was done with 372- hour incubation at 35°C. Results and Discussion Physiochemical Water Quality Filtration and Disinfection Rainwaterwas pumped at a loadingrate of 0.50 gal/min/ft2 to the lab-scale POE CPU for 10 mins. Samples were taken after 10 mins. Then, the POE CPU was run for 1 hour and samples taken after 1 hour and analyzed. It should be noted that different rainwater characteristics were observed in the cistern. Water temperatures were measured to be 20 ± 1°Cthroughout the experiment. Asshown in Figure 2 and Figure 3, the values of pH were maintained at a neutral level (~7) in the system. Conductivity in the final disinfected effluent was increased by ~2 times, but the value was still low enough at ~53 u5/cm. Reduction in turbidity was observed despite the initial increase during the first trial. Residual chlorine concentration was achieved in the range of 0.2~0.7 mg/L which was similar to the targeted concentration (0.5~1.0 mg/L). 5 4 80 70 60 E 50 40 8 30 20 10 after 10 mins after 1 hr Rainwater after 10 mins after 1 hr Rainwater After Gravel Filter After Sand Filter After Disinfection Tank After Gravel Filter After Sand Filter After Disinfection Tank Figure 2. Trend of pH and conductivity during the lab-scale POE CPU run. 2.5 I 1.5 0.5 0.8 0.7 0.6 0.5 no E. 2 0.4 0.3 0.2 0.1 after 10 mins after 1 hr Rain water After Gravel Filter After Sand Filter After Disinfection Tank after 10 mins -Free Chlorine -Total Chlorine after 1 hr Figure 3. Trend of turbidity and residual chlorine during the lab-scale POE CPU run. 11 Backwash During the backwash, 2.5 inches of bed expansion was achieved and the backwash effluent quality was analyzed (Table 3, Table 4, and Photo 2). Table 3. Backwash duration and intensity. Backwash Process Duration (min) Flow rate(gal/min) Bed Expansion (inches) Sand Column 6 0.275 2.5 Photo 2. Sand bed expansion during the backwash (left: before the backwash; right: after the backwash). Table 4. Physiochemical water quality parameters of backwash. Parameters Backwash Influent* Backwash Effluent From Gavel Filter From Sand Filter Temperature (oC) 20.0 23.4 21.2 pH 7.1 7.0 7.0 Conductivity (uS/cm) 73.3 60.2 69.6 Turbidity (NTU) 0.6 53.1 4.9 Free chlorine (mg/L) 0.06 0.05 0.29 Total Chlorine (mg/L) 0.10 0.08 0.54 *: disinfected effluent from the sand filtration unit. Biological Water Quality As shown in Figure 4, FCwere detected at a concentration of 10 CFU/100 mL in the rainwater collected for the 1st trial (i.e., after 10 mins). However, no FC was found inthe rainwater collected and used forthe 2nd trial (i.e., after1 hr). Differences in FC trendweredue probably to the dissimilar properties of the influent rainwater with respect to FC concentrations. Unusually high FCs were detected from the gravel filter-backwashed water. However, no FCwas found in the sand filter backwashed water. 18 16 14 12 10 .<£e e^ v<^ after 10 mins after lhr # > # 4T ^ •if*F *? JB* Figure 4. Results of fecal coliforms analysis. or *r • S ?F THB was also analyzed for both 1st and 2nd trials. However, the CFU was too manyto count for al the samples taken and analyzed, even with 100-time dilution of the samples. Additional run focusing on bacterial water quality is warranted to conduct. 13 CT Values on Microorganisms Removal Microorganism concentrations (CFU/lOOmL) were artificially increased to assess the effect of CT values on microbial reduction. CTvalues are the product of disinfectant concentration (C) and contact time (T). Leachate of chicken manure was added to the rain water for this purpose. The initial concentrations oftotal coliformsand THB were measured to be 823 CFU/100 mIL and 42xl03 CFU/100 mL, respectively. Results from the disinfection of the influent water are shown in Figure 5. When the influent was disinfected with a chlorine concentration at 6 mg/L, smaller than 1-log removal was achieved for both total coliforms and THB despite 60-min contact time. Also,very low concentrations (<0.2 mg/L) of free chlorine was quantified after 20-min contact time. u "o" u euo o c ro BO V- O O ro > o E oj cc bO o 10 20 y=0.0168x R2 = 0.9802 • Total Coliforms • Total Heterotrophic Bacteria -C-Free Chlorine — Linear (Total Coliforms) — Power (Free Chlorine) 30 40 Time (min) 50 -Q_ 60 6 ba - 4 1 3 5 01 QJ 2 1 70 Figure 5. Effect of CTvalues on log removal of microorganisms in the influent amended with chicken manure. However, when the effluent of the sand filter was disinfected with the same initial concentration of chlorine, 1-log removal and 1.5-log removal of both microorganisms was achieved with a contact time of 30 mins and 60 mins, respectively (Figure 6). Residual free chlorine concentration was 14 maintained at 3 mg/L. It should be noted that the sand filtration reduced the concentrations of total coliforms from 823 to 400 CFU/100 mL and THB from 42xl03 to 7.4xl03 CFU/100 mL o 1.0 0.0 10 20 iy=0.0291xi :R2- 0 9196' A 5 4 3 y=0.0259x R2 = 0.9939 ,'' _i /+• QO a) c v. o .c u QJ OJ v.. • Total Coliforms A Total Heterotrophic Bacteria -O-Free Chlorine Linear (Total Coliforms) Linear (Total Heterotrophic Bacteria) 30 40 Time (min) 50 60 2 - 1 70 Figure 6. Effect of CTvalues on log removal of microorganisms in the effluent from the sand filter. Student Training The current project started administratively in April 2009. Prior to the kick-off, the project had focused on the training of two graduate students (Daniel Concepcion and Juan Falcon) with literature reviews with respect to filtration, disinfection and rainwater collections. They also helped to construct the lab-scale POECPU. Later, two undergraduate students worked on the project (Laura Rodriguez and Maria Sevillano). 15 Seminar at the USVIs A seminar was given by the PI (Dr. Hwang) to the science students in the Division of Science and Mathematics at the University of the Virgin Islands at St. Thomas on February 19, 2010. The title of the seminar was "Reclamation and Reuse of Rainwater". The seminar addressed both conventional and advanced technologies for rainwater reclamation and subsequent reuse. Biochemical quality of rainwater collected and stored was emphasized. Fundamentals of engineering design and operating parameters of sand filtration, chlorination, and ultra violet/peroxide were explained and applications of those fundamentals to real-case scenarios were demonstrated. Future Studies The goal of the first-year project was to develop and evaluate the performance of a POE CPU with respect to physiochemical and bacteriological water quality. To stretch the first-year project' goal, the second-year project is proposed to execute, focusing on the disinfection byproducts (DBPs) production potential in the final effluent from the POECPU. Pathogens, such as Giardia, are often found in source water, and can cause gastrointestinal illness and other health risks (e.g., diarrhea, cramps, vomiting). To kill (or inactivate) these pathogenic microorganisms, water needs to be disinfected. However, disinfectants like chlorine can react with naturally-occurring materials (NOM) in the water to form DBPs. These byproducts include trihalomethanes (THMs), haloacetic acids, chlorite and bromate. The second-year research will also focus on how these DBPs production can be minimized in the system, while ensuring microbial water quality. These byproducts may lead to increased health risks as potential carcinogens and the cause of reproductive and development defects in laboratory animals and human, if consumed in excess of EPA'sstandard over many years (Hamidin et al., 2008; Wang et al., 2007). The second-year work will encompass a series of lab-scale research on potential of DBPs occurrence in the effluent of the POE CPU, engineering approach to minimize DBPs production in the system, construction of a pilot-scale POECPU, and a technical seminar by the PIto the students and professionals in the USVIs Results Dissemination Results obtained from the current research were presented at a regional professional conference as follows: Hwang S., Concepcion D., Falcon J. "Small Filtration and Disinfection Unit for a Point-of-Entry Cistern Water Purification", 2009 CWWA Conference, October 4-10, St. Thomas, USVI. Acknowledgments This research was made possible with financial support by the United States Geological Survey 104B Program through the US Virgin Islands Water Resources Research Institute. We appreciate Mrs. Elsa Arce at the Puerto Rico Water Resources and Environmental Research Institute for her sincere administrative supports. 16 References Appan, A. (1999), "A dual-mode system for harnessing roofwater for non-potable uses", Urban Water, 1, 317-321. Brin, G., Bossi, L, Buscemi, P., Chesiek, H., Gangemi, A., Milu, M., Rose, D., Stevens, C "Water resources and wetlands for Haiti and the Virgin Islands," MITfinal report June 2003; (ceemeng.mit.edu/finalproposal.doc: accessed in Nov. 2008) Chang, M., McBroom, M.W., Beasley, R.S. (2004), "Roofing as a source of nonpoint water pollution", Journal of Environmental Management, 73, 307-315. Evans, C.A., Coombes, P.J., Dunstan, R.H. (2006), "Wind, rain and bacteria: The effect of weather on the microbial composition of roof-harvested rainwater", Water Research, 40, 37-44. Hamidin, N., Yu, Q.J., Connell, D.W. (2008), "Human health risk assessment of chlorinated disinfection by-products in drinking water using a probabilistic approach", Water Research, 42 (13), 3263- 3274. Hwang, S., Concepcion, D., Fonseca, A., Falcon, J., Sinha, R. "Evaluation of Small Drum Filtration and Disinfection Units for Small, Rural Communities", Proceedings of 2009 American Water Works Association Annual Convention, San Diego, CA, June 14-18, 2009. Isquith, I.R., Winters, H. (1987), "The microbial analysis of domestic cistern water in the U.S. Virgin Islands", Desalination, 66, 415-421. Simmons, G., Hope, V., Lewis, G.,Whitmore, J., Gao, W. (2001), "Contamination of potable roof-collected rainwater in Auckland, New Zealand", Water Research, 35(6), 1518-1524. Sobsey, M., Stauber, C, Casanova, L, Brown, J., Elliott, M. (2008). "Point of Use Household Drinking Water Filtration: A Practical, Effective Solution for Providing Sustained Access to Safe Drinking Water in the Developing World", Environ. Sci. technol., 42(12), 4261-4267. Villarreal, E.L, Dixon,A. (2005), "Analysis of a rainwater collection system for domestic water supply in Ringdansen, Norrkoping, Sweden", Building and Environment, 40,1174-1184. Wang, W., Ye, B., Yang, L, Li, Y., Wang, Y. (2007). "Risk assessment on disinfection by-products of drinking water of different water sources and disinfection processes", Environment International, 33(2), 219-225. WHO/UNICEF. Meeting the MGD drinking water and sanitation target: the urban and rural challenge of the decade. Geneva: The World Health Organization and the United Nations Children's Fund. 2006. 17