P u b l i c R e v i e w D r a f t. City of East Hope, Idaho Water Facilities Plan

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2 P u b l i c R e v i e w D r a f t City of East Hope, Idaho 2013 Water Facilities Plan PWS # January 2014 Prepared by J-U-B ENGINEERS, Inc Meadowlark Way Coeur d'alene, Idaho (208)

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4 Contents Executive Summary... 1 ES-1 System Overview... 1 ES-2 Design Criteria... 1 ES-3 Water Treatment Improvements... 2 ES-4 Water Storage Improvements... 3 ES-5 Distribution System Improvements... 3 ES-6 Phasing and Implementation... 3 ES-7 Acknowledgments... 4 Chapter 1 Introduction Purpose Location Growth Projection Water Use (Current and Projected) Non-Revenue Water Current Water Rates Chapter 2 Description of Existing Water System Water Treatment Plant Overview Supply and Water Quality Surface Water Supply Surface Water Rights Raw Water Systems Raw Water Settling Basin Filtration Filters Disinfection Finished Water Booster Laboratory Electrical and SCADA Electrical and Power Operations Staff and Managerial Responsibilities Historic Plant Performance Water Quality Data Regulatory Deficiencies Water Distribution System Distribution Piping Storage References Chapter 3 Current and Future Regulatory Requirements Current Drinking Water Regulations LT2ESWTR Stage 1 D/DBP Rule Future Drinking Water Regulations Total Coliform Radon Page City of East Hope 2013 Water Facilities Plan i \\Cdafiles\Public\Projects\JUB\ East Hope Water Facility Plan\Docs\Water FP Public Review Draft.docx

5 Chapter 4 Storage Evaluation Existing Storage Facilities Storage Reservoir Variables Affecting Capacity Fire Flow Demand and Reservoir Capacity Storage Improvements No-Action Alternative New 100,000-Gallon Tank New 200,000-Gallon Tank Cost Summary and Recommendations Chapter 5 Distribution Evaluation Existing Distribution System Pressure Criteria Distribution System Alternatives Distribution System Improvements Steel Line Replacement Distribution System for Improving Looping Pressure-Reducing Stations Discussion and Recommendations Chapter 6 Surface Water Treatment Plant Improvement Alternatives Introduction Identified Improvements Finished Water Quality and Regulatory Considerations Capacity Required Improvements Operational and Reliability Improvements Alternatives Development Alternative 1: No-Action Alternative Alternative 2: Construct Only "Critical" WTP Improvements Alternative 3: Construct ALL WTP Improvements Cost Summary and Recommendations Costs Recommendations Chapter 7 Alternative Selection Chapter 8 Conclusions and Recommendations Conclusions and Recommendations Recommendations for Water Treatment Facility Costs for Recommended Project Drinking Water Funding Sources General Drinking Water Revolving Loan Fund Community Development Block Grant (CDBG) Rural Development (RD) EPA State and Tribal Assistance Grants (STAG) Appendices Appendix 2-A IDEQ Sanitary Survey; May 17, 2011 Appendix 2-B Tank Survey by Liquivision Technology; July 23, 2010 Appendix 4-A Detailed Cost Estimates Appendix 5-A Distribution System Calculations Appendix 5-B Pressure-Reducing Station Plans City of East Hope 2013 Water Facilities Plan ii \\Cdafiles\Public\Projects\JUB\ East Hope Water Facility Plan\Docs\Water FP Public Review Draft.docx

6 Figures Figure 1-1 City Map Figure 2-1 East Hope WTP Overview and Hydraulic Profile Figure 2-2 Strong Creek Screened Intake Figure 2-3 Raw Water Settling Basin Figure 2-4 Slow Sand Filters Figure 2-5 Sodium Hypochlorite Feed System Figure 2-6 Chlorine Contact Basin Figure 2-7 Booster Pump Figure 2-8 Monthly Treated Turbidity Figure ,000-Gallon Storage Tank Figure 4-1 Storage Options Figure 6-1 Overall Proposed Plan Figure 7-1 Environmental Considerations for Alternatives Tables Table ES-1 Current and Future Water Demands... 2 Table ES-2 Current and Future Water Demands... 4 Table 1-1 City of East Hope Population History Table 1-2 Water Production Record Summary Table 1-3 Existing Water System Demands Table 1-4 Non-Revenue for Water Table 1-5 Water Rate Structure Table 2-1 Filtration System Design Criteria Table 2-2 Sodium Hypochlorite Disinfection System Sizing Table 2-3 Finished Water Pump Design Criteria Table 2-4 Historic Water Quality Data Table 2-5 Waterline Inventory Summary Table 3-1 Sample IDEQ Log Removal Credits Table 3-2 LT1ESWTR Requirements Table 3-3 MRDLGs, MRDLs, MCLGs, and MCLs for Stage 1 Disinfectants and Disinfection Byproducts Rule Table 3-4 Required Removal of Total Organic Carbon by Enhanced Coagulation and Enhanced Softening for Subpart H Systems Using Conventional Treatment (a) (b) Table 4-1 Stored Water Volume Summary Table 4-2 Improved Storage Cost Opinions Table 5-1 Estimated Available Fire Flow Table 5-2 Priority Areas and Estimated Cost Table 5-3 Improved Looping Estimated Costs Table 6-1 Operational and Reliability Improvements Table 6-2 WTP Improvements Costs Table 8-1 Options Cost Summary City of East Hope 2013 Water Facilities Plan iii \\Cdafiles\Public\Projects\JUB\ East Hope Water Facility Plan\Docs\Water FP Public Review Draft.docx

7 Abbreviations AC asbestos cement mgd million gallons per day BOD Biochemical Oxygen Demand ml milliliter cf (CF) cubic feet MLSS Mixed Liquor Suspended Solids cfs cubic feet per second MLVSS Mixed Liquor Volatile Suspended Solids CIP Clean-in-Place MSL (msl) Mean Sea Level COD Chemical Oxygen Demand NPDES National Pollutant Discharge Elimination System DO Dissolved Oxygen O2 oxygen EPA Environmental Protection Agency OSHA Occupational Safety and Health Administration ERU Equivalent Residential Unit PLC Programmable Logic Controller ESA Endangered Species Act ppb parts per billion; same as μg/l fpm feet per minute ppd pounds per day fps feet per second ppm parts per million; same as μg/l ft feet PVC Polyvinyl Chloride gpcd gallons per capita day RAS Return Activated Sludge gpm HMI hp HRT IE IDEQ kw kwh lb/day LCP ma MBR MCC MCRT mg/l Mgal gallons per minute Human Machine Interface horsepower Hydraulic Residence Time Invert Elevation Idaho Department of Environmental Quality Kilowatt kilowatt hour pounds per day Local Control Panel milliamp Membrane Bioreactor Motor Control Center mean cell residence time; same as SRT milligrams per liter; same as ppm million gallons SCADA sf (SF) SO2 SRT TDH TKN TSS VFD VOC VSS WAS WL WLAP WTP WWTP Supervisory Control and Data Acquisition (software for integrating components and monitoring operations) square feet sulfur dioxide Sludge Retention Time; same as MCRT Total Dynamic Head Total Kjeldahl Nitrogen Total Suspended Solids Variable Frequency Drive Volatile Organic Compounds Volatile Suspended Solids Waste Activated Sludge Water Level Wastewater Land Application Permit Water Treatment Plant Wastewater Treatment Plant City of East Hope 2013 Water Facilities Plan iv \\Cdafiles\Public\Projects\JUB\ East Hope Water Facility Plan\Docs\Water FP Public Review Draft.docx

8 Process Flow Abbreviations AHORSE POWER Air, High Pressure ALP Air, Low Pressure BD Bottom Drain BP Bypass BW Filter Backwash C Condensate CA Compressed Air CD Chemical Drain CFS Chemical Feed Solution CIPF MF Cleaning Feed CL Chlorine (gas or liquid) CLS Chlorine Solution CSL Circulated Sludge Line CV Chlorinator Vent and Detection Line DN Decant DR Drain DSL Digested Sludge Line EQE Equalization Effluent EQI Equalization Influent FA Foul Air FE Final Effluent FM Force Main G Grit H Hypochlorite HWR Hot Water Return HWS Hot Water Supply IE Intermediate Effluent IR Internal Recycle IRR Landscaping Irrigation System LA Land Application LE MFF ML NG NPW OF PEA PEC PEF PEN PER PI PS PW RAS RSL SA SAN SC SCL SD SE SG SI SN SPD TSL UVE UVR WAS Lagoon Effluent MF Feed Mixed Liquor Natural Gas Non-Potable Water Overflow Polymer, Anionic Polymer, Cationic Primary Effluent Polymer, Nonionic Permeate (from membranes) Plant Influent Pressure Sewer Potable Water Return Activated Sludge Raw Sludge Line Sample Line (E)ffluent, (I)nfluent Sanitary Sewer Scum Spare Chemical Line Storm Drain Secondary Effluent Sludge Gas Screened Influent Supernatant Sump Pump Discharge Thickened Sludge Line UV Disinfection Effluent UV Recirculation Waste Activated Sludge City of East Hope 2013 Water Facilities Plan v \\Cdafiles\Public\Projects\JUB\ East Hope Water Facility Plan\Docs\Water FP Public Review Draft.docx

9 Executive Summary The City of East Hope (City) authorized J-U-B ENGINEERS, Inc. (J-U-B) to aid the City in preparing a Water Facilities Master Plan through an Agreement for Professional Services. The resulting recommendations are intended for planning immediate and long-term improvements. Long-term planning recommendations should be reviewed and updated periodically to incorporate changes in land use, population, demands, service boundaries, and other conditions. This plan focuses on improvements for the next 20 years and evaluates the system's storage facilities, distribution system, and water supply and treatment facilities, and provides them to the City at the best possible water rate. ES-1 System Overview The City has a service area that is approximately 0.4 square miles. Based on the 2010 Census data, the population of the City is 210 people and there are currently 196 Equivalent Residential Units (ERUs) provided water by the City. The City has a high number of ERUs for the population of the City because of the large number of commercial units served. Water is supplied to the City from Strong Creek by gravity flow to the existing water treatment facility, which includes two slow sand filters, a chlorine injection system and chlorine contact basin, and a water storage tank. The treated water is then supplied by gravity from the treatment and storage facilities through the distribution system to the City. The distribution system consists of piping ranging in size from 1-inch to 8-inch and service pressures ranging from 30 psi to over 100 psi. A significant portion of the waterline is aging and in poor condition. ES-2 Design Criteria The historic population growth rate for the City has been sporadic, with significant increases in short periods due in part to construction of condominium facilities in the City limits. The current City boundary is not anticipated to expand in the next 20 years, and there are currently 48 vacant lots within the boundary. These lots are found in various locations around the City, and it is anticipated that each of these lots would be a single residence and identified as one ERU for water usage demands. A total future number of 244 ERUs has been used for system demand projections. The City recently installed water meters at the service connections and has begun to evaluate lost water in their system as well as service line leaks. Based on communities similar in size to East Hope, it is estimated that the reduction in water use may range between 10 and 40 percent of the total daily use. For planning purposes, it has been assumed that the City will see a 20 percent City of East Hope Water Facilities Plan \\Cdafiles\Public\Projects\JUB\ East Hope Water Facility Plan\Docs\Water FP Public Review Draft.docx

10 Ex e c u t i v e Su m m a ry reduction in their average and maximum daily water use. The average use of the maximum days from 2008 to 2012 is 244,500 gallons, which has been used for the demand projections. Using these criteria, the anticipated build-out growth for the City is presented in Table ES-1. Table ES-1 Current and Future Water Demands Current (average from ) Future (2033) No Reduction in Use Future (2033) With 20% Reduction Number of Equivalent Dwelling Units (ERUs) Average Daily Demand gpd (gpm) Maximum Daily Demand gpd (gpm) ,800 (55) 244,500 (170) ,000 (68) 304,000 (211) ,400 (54) 243,200 (169) For planning purposes and subsequent design, the maximum daily flow must be met by the production and treatment systems. The reduced water projections have been used for sizing and cost estimating future treatment options. ES-3 Water Treatment Improvements The existing filters can each produce only 85.5 gpm at the Idaho Department of Environmental Quality (IDEQ) maximum loading rate of 0.1 gpm/sf, for a total production capacity of 171 gpm. There is no reliability available in the system in the case of a failure during peak times. Three alternatives were evaluated for meeting the maximum day criteria with system reliability. Two options were evaluated for treatment of the water to meet Surface Water Treatment Rules. The first option is to install a cartridge and polishing filter that would supply 90 gpm, and the second option is to add a third slow sand filter. The options were evaluated based on both capital and longterm operation and maintenance costs in addition to ease of operation and siting at the existing treatment plant site. The cartridge filter option had a slightly lower capital cost; however, the long-term operation and maintenance expense of the cartridge system is significantly more than the slow sand filter. The slow sand filter also requires less maintenance and less operational control. The slow sand filtration option was ultimately selected by the City as the preferred alternative. A third filter will provide the City with the system reliability and capacity they need to meet their future demands. City of East Hope Water Facilities Plan \\Cdafiles\Public\Projects\JUB\ East Hope Water Facility Plan\Docs\Water FP Public Review Draft.docx

11 Ex e c u t i v e Su m m a ry ES-4 Water Storage Improvements The storage requirements for the City are divided into three components, including fire protection storage, emergency storage, and equalization storage. The existing system has approximately 100,000 gallons available from an aging circular storage reservoir and approximately 60,000 gallons of storage available from the chlorine contact basin after adequate contact time has been reached for treatment requirements. The International Fire Code requires a flow of 1,000 gpm for 120 minutes (a total of 120,000 gallons) or as authorized by the local Fire Marshal. The equalization flow required for future demands is approximately 40,000 gallons. This totals 160,000 gallons of required storage to meet future demands. The City s preference for the storage system includes replacement of the existing 100,000-gallon circular tank and construction of a new 100,000-gallon tank that will provide fire storage and emergency storage. The equalization component will be provided from the additional available storage in the chlorine contact basin. The new tank could be sited at the southeast corner of the existing treatment plant property, and the old tank should be maintained in service until the new tank is constructed. The new tank should be fenced along with the rest of the site to prevent access from unauthorized personnel. ES-5 Distribution System Improvements The City has approximately 26,000 linear feet of waterlines to maintain, of which 12,000 feet are 3-inch and larger steel line. The City has identified this steel line as a common source of leaks and has focused their planning efforts on replacing this line. Replacement of the aging steel mains would allow the City to provide adequate service and reduce lost water. Additional line segments are slated for future, phased improvements due to the high costs of the work. Two pressure-reducing stations were also evaluated to regulate pressure to the lower elevations in place of individual pressure reducers at the meters. This work is also slated for future improvements. ES-6 Phasing and Implementation The City has worked to maintain low water rates for many years but has now reached a point where much of their system needs to be replaced. It is recommended that this project be approached in a phased manner due to the high cost and magnitude of the proposed upgrades. The most critical item is providing water that meets IDEQ requirements with filtration improvements that meet maximum City of East Hope Water Facilities Plan \\Cdafiles\Public\Projects\JUB\ East Hope Water Facility Plan\Docs\Water FP Public Review Draft.docx

12 Ex e c u t i v e Su m m a ry day demands. The remaining distribution and storage improvements may then be phased in, depending on available budget and need. Table ES-2 summarizes the recommended improvements as well as their cost and estimated impact on water rates. Option Table ES-2 Current and Future Water Demands Installed Cost Rate per ERU per Month Without Grant Funding 1 New Slow Sand Filter $234,000 $ Control Building Piping Modifications $30,600 $ SCADA and Electrical Improvements $163,000 $ ,000-Gallon Storage Tank $490,000 $ Line Existing 100,000-Gallon Tank $60,000 $ Distribution System Improvements $250,000 $5.00 Total $24.20 ES-7 Acknowledgments During the course of developing this report, many people were helpful in furnishing information and suggestions. We wish especially to thank Christy Franck and Marty Lowell, who have patiently worked with us throughout the project providing information and ideas, and acting as a sounding board for potential alternatives. The City Council has worked hard to develop a long-term strategy that is the best choice for their community and provided continued support over the duration of the report. City of East Hope Water Facilities Plan \\Cdafiles\Public\Projects\JUB\ East Hope Water Facility Plan\Docs\Water FP Public Review Draft.docx

13 Chapter 1 Introduction

14 Chapter 1 Introduction 1.1 Purpose This Facility Plan (Plan) will aid the City of East Hope (City) in identifying existing deficiencies and alternatives to upgrade their current water supply, treatment, distribution, and storage facilities as necessary through the 20-year planning period. The City has been dedicated to providing its users with high quality drinking water while keeping user rates affordable. The City currently treats surface water from Strong Creek and utilizes a slow sand filtration system that was originally installed in 1968, with expansion of a second filter in This facility has operated well since its construction and has limited capacity. This Plan is designed to assist the City in determining the cost-effective method to maintain compliance with State and Federal drinking water standards and regulations. This study is also intended to summarize the condition of existing facilities and required upgrades to the storage and distribution system. The Plan summarizes our evaluation of the following: 1. Current and future water use patterns 2. Current population and demand growth rate 3. Current water treatment facilities and their ability to meet the standards of the Idaho Department of Environmental Quality (IDEQ) and the Environmental Protection Agency (EPA) 4. Ability of the distribution system to provide both adequate service and fire protection flow rates 5. Capacity and condition of the existing water treatment facilities 6. Capacity and condition of the existing water storage facilities 7. Required improvements to the supply, treatment, distribution, and storage facilities 8. Approximate user costs for the proposed improvements 9. A recommended Capital Improvement Plan (CIP) 1.2 Location East Hope is located in Bonner County on the north side of Lake Pend Oreille, 15 miles east of Sandpoint. The East Hope City boundary contains an area that is approximately 0.4 of a square mile roughly bounded by Lake Pend Oreille to the south and Forest Service property to the north. A map of the City of East Hope is shown on Figure 1-1. The existing City boundary is also the 20-year planning area for this Plan. City of East Hope Water Facilities Plan \\Cdafiles\Public\Projects\JUB\ East Hope Water Facility Plan\Docs\Water FP Public Review Draft.docx

15 Chapt e r 1 I n t ro d u c t i o n Figure 1-1 City Map City of East Hope Water Facilities Plan \\Cdafiles\Public\Projects\JUB\ East Hope Water Facility Plan\Docs\Water FP Public Review Draft.docx

16 Chapt e r 1 I n t ro d u c t i o n 1.3 Growth Projection Based on the 2010 Census data, the population of East Hope is currently 210 people and remained fairly consistent in size until the late 1980s. The population doubled in the late 1980s due to the development of a condominium complex on the lake. The 60-year historic population for the City is shown in Table 1-1. Table 1-1 City of East Hope Population History Year Population (a) Growth (%) Annual Growth Rate (% per year) (a) Source: US Census Bureau Population and growth trends generally play an important role in the overall facility planning process in developing future demands. The City of East Hope had a population of 210 residents in Based on available Census data, this population was housed in 109 housing units, and owneroccupied housing had an average household size of 2.42 persons. Due to the makeup of water services for the City, however, the population is not the guiding unit for projection. The relatively high number of commercial units in the City leads to a user base that consists of 196 Equivalent Residential Units (ERUs). These ERUs will be used for projecting future demands on the system. The City currently has 48 vacant lots within the existing City boundary. These lots are all anticipated to be single-family residential sites with one ERU, for a total of 244 ERUs at build-out. Based on historic growth rates within the City and the County, significant growth is not anticipated in the 20-year time period, but full build-out of these properties is also not impossible. For planning purposes, we have assumed that the current vacant lots will be fully developed within the 20-year planning period, which would provide a population of 260 people. City of East Hope Water Facilities Plan \\Cdafiles\Public\Projects\JUB\ East Hope Water Facility Plan\Docs\Water FP Public Review Draft.docx

17 Chapt e r 1 I n t ro d u c t i o n 1.4 Water Use (Current and Projected) The City has good historic, daily water use data. Recent and historical water demand data were used to determine the maximum day demand, average day demand (and peaking factors) for the East Hope system. The current demand data for average day conditions were then extrapolated to the Year 2033, with the existing peaking factors re-applied to the projected future average demand. A summary of the water treatment plant production records is shown in Table 1-2. Year Table 1-2 Water Production Record Summary Average Daily Flow (mgd) Max Daily Flow (mgd) (a) Max Day Peaking Factor (Relative to Average Daily Flow) Average (a) The July 2009 Maximum Day filtration rate was higher than the allowable rate. As can be seen from Table 1-2, maximum day flow was highest in 2009, with a peak day to average day peaking factor of Peak hour demand cannot be identified as it is not tracked; however, it is likely higher than the plant capacity (171 gpm, 0.24 mgd). Maximum day water use was lower in the years following 2009 due to watering restrictions that were implemented by the City in an attempt to keep the maximum day flows below the capacity of the treatment facility. The current demand (average from 2008 to 2012) per ERU is approximately 400 gpd with maximum day at 1,240 gpd, which is high for this size system. The City is in the process of implementing a new water meter program and water rates based on usage. This meter program, in combination with a leak detection program the City has been working on, will likely reduce the overall water use for the community by both promoting water conservation and identifying leaks within the system. It is likely the meter program (i.e., having meters at every service) will allow the City to improve conservation measures utilizing a new metered rate structure, identified previously unidentified leaks on both the homeowner and City sides of the meter, and repair them. Similar sized systems have shown that implementation of meters can realistically reduce the overall per water use by 15 to 30 percent at average day conditions, and as much as 25 to 50 percent at maximum day City of East Hope Water Facilities Plan \\Cdafiles\Public\Projects\JUB\ East Hope Water Facility Plan\Docs\Water FP Public Review Draft.docx

18 Chapt e r 1 I n t ro d u c t i o n conditions. Because of this effort, two separate flow projection sets have been developed one using the current demand per ERU and the other assuming a 20 percent reduction in use (average day) from the meter project. Current and projected water system demands have been summarized in Table 1-3. Table 1-3 Existing Water System Demands Year Existing (average from ) (a) Build-Out (b) (no reduction) 2032 (b) (with 20% reduction) Average Daily Demand (mgd) Max Day Peaking Factor (Relative to Average Daily Demand) Max Daily Demand (mgd) Max Day (gpm) Max Demand per ERU (gpm) (a) (b) Estimated using 196 ERUs. Estimated using 244 ERUs. Based on evaluations of other communities and City input, the reduced flow projections are being used for future planning. 1.5 Non-Revenue Water Prior to 2013, the City has not had any means of historically measuring non-revenue water; however, the City has recently implemented a water metering program and is now able to differentiate between the water sold and the non-revenue water. Table 1-4 identifies the recent months of data that have been collected. City of East Hope Water Facilities Plan \\Cdafiles\Public\Projects\JUB\ East Hope Water Facility Plan\Docs\Water FP Public Review Draft.docx

19 Chapt e r 1 I n t ro d u c t i o n Table 1-4 Non-Revenue for Water 2013 Month Gallons Sold Gallons Produced Difference (Non- Revenue Water) February ,000 1,300, ,000 March ,678 1,490, ,322 April ,000 1,390, ,000 May ,300,000 2,400,000 1,100,000 June ,467,183 2,462, ,627 July ,755,672 3,703, ,738 August ,418,063 3,415, ,577 September ,366,638 2,320, ,172 October ,067 1,526, ,333 November ,962 1,531,370 1,039,408 December ,931 1,898,630 1,344,699 Due to the large amount of non-revenue water, the City has contracted American Leak Detection Services to help identify system leaks. After the first round of leak detection work, the City was able to isolate and repair several significant leaks. The City has also scheduled calibration of the water meters on the treatment plant finished water pipeline to ensure the accuracy of the readings. Obtaining a better understanding of this total volume will be critical in confirming the final sizing criteria for future improvements. 1.6 Current Water Rates Water rates were revised by the City in April 2013 with Resolution No The rate study was completed by Idaho Rural Water after the implementation of their water metering program. The City selected a zero base rate structure, no monthly usage allotment, and users pay for every gallon of water used, which provides an equitable rate for all water users. The rate structure adopted by the City is included in Table 1-5. Base Rate Table 1-5 Water Rate Structure Use Fee Total Monthly Bill for 1,000 gallons used $28.45/ERU $1.91/1,000 gal $30.36 City of East Hope Water Facilities Plan \\Cdafiles\Public\Projects\JUB\ East Hope Water Facility Plan\Docs\Water FP Public Review Draft.docx

20 Chapter 2 Description of Existing Water System

21 Chapt e r 1 I n t ro d u c t i o n Chapter 2 Description of Existing Water System 2.1 Water Treatment Plant Overview The City of East Hope owns and operates a slow sand filtration surface water treatment plant. The filters were originally constructed in 1968 and are supplied with water from Strong Creek. The filtered water is chlorinated and enters a baffled 90,000-gallon chlorine contact basin. The City also has a 100,000-gallon storage tank for the chlorinated water. The water is then supplied by gravity to the distribution system. Figure 2-1 shows an overview of the treatment facility. The evaluation contained herein was performed to determine current capacity for each of the system components and limitations or deficiencies. Figure 2-1 East Hope WTP Overview and Hydraulic Profile 2.2 Supply and Water Quality Surface Water Supply Strong Creek supplies water to the City. The intake was originally developed in the 1930s, and a diversion dam was constructed in In 2008, the access road to the dam was improved, and in 2009, the dam was replaced along with the supply line from the dam to the water plant. In the City of East Hope Water Facilities Plan \\Cdafiles\Public\Projects\JUB\ East Hope Water Facility Plan\Docs\Water FP Public Review Draft.docx

22 Chapt e r 2 De s c ript i o n o f E x i s t i n g W a t e r Sy s t e m spring of 2012, the screens were washed out in a flood and replaced later that summer. The screened intake is shown on Figure 2-2 and consists of a concrete collection box with two metal screens. The modifications made to the screens in the summer of 2012 are designed to hold the screen in place when hit with larger rocks during flooding, but have caused them to collect leaf debris in the fall, and regular cleaning is necessary to keep them clear Surface Water Rights The City currently has water rights from Strong Creek dating back to This right is for 2.0 cubic feet per second (897 gpm) from Strong Creek. This water right is adequate to meet the current and future demands for the City. Figure 2-2 Strong Creek Screened Intake 2.3 Raw Water Systems Raw Water Settling Basin The water flows through the screened intake to a settling basin a few hundred feet away. The basin is shown on Figure 2-3. The settling basin is cleaned in the spring and the fall. After the spring floods of 2012, approximately 2 feet of material was removed from the basin. The basin was constructed in 1931 and replaced in 2009 as part of the dam replacement project. The basin has a bypass and requires regular cleaning but is in good condition. The settling basin has an overflow that flows back City of East Hope Water Facilities Plan \\Cdafiles\Public\Projects\JUB\ East Hope Water Facility Plan\Docs\Water FP Public Review Draft.docx

23 Chapt e r 2 De s c ript i o n o f E x i s t i n g W a t e r Sy s t e m to Strong Creek and a bypass that can be used to keep the City supplied with water during maintenance. The raw water flows from the settling basin to the treatment facilities through an 8-inch waterline. Several hundred feet of line was replaced in 2009 between the settling basin and the treatment plat. This line is in good condition. Figure 2-3 Raw Water Settling Basin 2.4 Filtration Filtration at the East Hope treatment facility occurs via slow sand filtration. Two 33-foot-diameter slow sand filters are used in parallel to provide this filtration. The filters are shown on Figure 2-4. The raw water flows from the settling basin into the top of the slow sand filters around the perimeters. The overflow for the filters is a 6-inch overflow located in the center of the filters. The City of East Hope Water Facilities Plan \\Cdafiles\Public\Projects\JUB\ East Hope Water Facility Plan\Docs\Water FP Public Review Draft.docx

24 Chapt e r 2 De s c ript i o n o f E x i s t i n g W a t e r Sy s t e m raw water permeates through the sand filter bed and is collected in the bottom of each unit where it is routed to the Control Building. Figure 2-4 Slow Sand Filters Filter 1 Filter 2 Slow sand filtration is a very effective, simple, and reliable method for treating surface water. Treatment occurs by water percolating through a sand media bed at a slow rate (0.1 gpm/sf or less). Mature filter beds develop a thin skin (called a schmudsdecke) that consists of organic and inorganic material that includes microorganisms that break down organic material in the water being treated. After a period of time, the skin will thicken and the filter will begin closing, limiting flow through the basin. At this time, the skin will have to be scraped off the top of the filter. This is done by dewatering the filter and manually scraping the top few inches of sand off the top of the filter. After several cleanings, the sand level will be decreased enough; additional sand has to be added to the filter to ensure adequate contact time in the filter bed Filters The East Hope Filtration System is comprised of two 33-foot-diameter slow sand filter basins. The first unit was installed in 1968 and the second in The design criteria for the units are included in Table 2-1. City of East Hope Water Facilities Plan \\Cdafiles\Public\Projects\JUB\ East Hope Water Facility Plan\Docs\Water FP Public Review Draft.docx

25 Chapt e r 2 De s c ript i o n o f E x i s t i n g W a t e r Sy s t e m Table 2-1 Filtration System Design Criteria Item Size, Number, or Capacity Number of Filters 2 Diameter of Filters 33 ft Sand Depth of Filters 30 in Maximum Capacity (both filters operating) 171 gpm Firm Capacity (one filter out of service) 85 gpm Maximum Loading Rate 0.1 gpm/sf 2.5 Disinfection Free chlorine is used to achieve the additional 1-log Giardia inactivation required for disinfection, following the slow sand filtration system. The chlorine contact basin was constructed in 1998, and the system is designed for a minimum water temperature of 1 C, ph of 9.0 maximum, with a 0.4 ppm free chlorine residual. Liquid sodium hypochlorite is used for disinfection. Chlorine is fed into the filtered water as it enters the chlorine contact basin. The 90,000-gallon basin is sized to provide a minimum of 600 minutes of contact time at maximum day flows. The contact time (CT) (the concentration of disinfectant multiplied by residence time in the basin) is designed for the maximum day flow in order to provide adequate disinfection. Sodium hypochlorite is dosed into the filtered water pipeline via an injection quill before entering the chlorine contact tank. The inflow to the chlorine contact basin is baffled to create turbulence and more thorough mixing. Once in the basin, the flow will follow a serpentine path in order to meet the required residence time. The outlet has a fixed weir to maintain a constant water volume. The chemical feed system utilizes LMI pumps to inject chlorine into the filtered water. The chlorine residual is checked daily using a handheld chlorine meter. Table 2-2 summarizes the sodium hypochlorite disinfection equipment provided for the East Hope WTP. Table 2-2 Sodium Hypochlorite Disinfection System Sizing Design Parameter Units Value Number of Chlorine Contact Basins Chorine Contact Basin Size gallons 90,000 Number of Hypochlorite Disinfection Feed Pumps (1 duty, 1 standby) Design Chlorine Dose mg/l 0.4 to 1 Sodium Hypochlorite Storage Tank gallons 50 Sodium Hypochlorite Solution Strength percent 12.5 Firm Capacity (1-log Giardia) gpm City of East Hope Water Facilities Plan \\Cdafiles\Public\Projects\JUB\ East Hope Water Facility Plan\Docs\Water FP Public Review Draft.docx

26 Chapt e r 2 De s c ript i o n o f E x i s t i n g W a t e r Sy s t e m The sodium hypochlorite feed system is shown on Figure 2-5. Figure 2-5 Sodium Hypochlorite Feed System The chlorine contact basin shown on Figure 2-6 is a 90,000-gallon concrete basin that was constructed in The rectangular basin has an internal dimension of approximately 50 feet by 33 feet and is 10-feet deep. The serpentine allows for additional credit to be given for the required contact time in the basin. The contact basin provides 250 minutes of contact time at maximum day flows, which is more than adequate for the system. Assuming a chlorine injection of 0.6 mg/l and a ph less than 7.5, less than 200 minutes of contact time is required to inactivate giardia. City of East Hope Water Facilities Plan \\Cdafiles\Public\Projects\JUB\ East Hope Water Facility Plan\Docs\Water FP Public Review Draft.docx

27 Chapt e r 2 De s c ript i o n o f E x i s t i n g W a t e r Sy s t e m Figure 2-6 Chlorine Contact Basin 2.6 Finished Water Booster The water system utilizes gravity flow to supply water from the Strong Creek source, through the filters and chlorine contact basin to storage, and on to distribution. There is one finished water pump located in the Control Building, which pumps water from the chlorine contact basin to the 100,000-gallon storage reservoir. There is approximately a 3.5-foot difference in water surface levels between the contact basin and the storage tank; therefore, the pump is used to fill the top portion of the storage tank. The booster pump is a single-duty pump, as shown on Figure 2-7. The design criteria for the pump is shown in Table 2-3. City of East Hope Water Facilities Plan \\Cdafiles\Public\Projects\JUB\ East Hope Water Facility Plan\Docs\Water FP Public Review Draft.docx

28 Chapt e r 2 De s c ript i o n o f E x i s t i n g W a t e r Sy s t e m Figure 2-7 Booster Pump Booster Pump Pump No. Table 2-3 Finished Water Pump Design Criteria Motor Nameplate (hp) Operating Capacity (gpm) Design TDH (feet) The operating capacity of the pump station is approximately 240,000 gallons per day. 2.7 Laboratory The existing building at the WTP site houses the chlorine injection system, booster pump, and a small laboratory area. The laboratory section houses a ph meter and chlorine analyzer that is used to measure free residual chlorine. 2.8 Electrical and SCADA Electrical and Power Electrical panels are housed in the Control Building. Power is distributed from the primary 480V service to 220V and 110V panels for lighting and convenience receptacle circuits. The plant has no backup power (generator). City of East Hope Water Facilities Plan \\Cdafiles\Public\Projects\JUB\ East Hope Water Facility Plan\Docs\Water FP Public Review Draft.docx

29 Chapt e r 2 De s c ript i o n o f E x i s t i n g W a t e r Sy s t e m 2.9 Operations Staff and Managerial Responsibilities The East Hope WTP has a staff that oversees the maintenance and operations of the water treatment, distribution, and storage systems. The City currently has a Class I treatment operator who is IDEQ-certified to operate the facility. A second operator with a Class I license serves as backup to the primary plant operator Historic Plant Performance Water Quality Data Daily records are kept to monitor the raw and treated water quality. These records measure water quality factors such as turbidity, ph, and temperature. The water quality information collected at the City of East Hope WTP is summarized in the following sections. A summary of plant water quality data is shown in Table 2-4. As can be seen, limited water quality data exists for many parameters, depending on whether the data is raw versus finished water. Figure 2-8 shows the turbidity of the treated water from The raw water turbidity, though not regularly monitored, varies over the year and likely peaks in spring months during winter runoff events. Even with the fluctuation of raw water turbidity, the turbidity of the treated water remains low (<0.1 NTU) Regulatory Deficiencies A copy of the City s most recent Sanitary Survey is included in Appendix 2-A. At the time of this report, the City has several outstanding items to address that will require significant modifications to the piping/sizing of the treatment plant. These projects have been included in the recommendations discussed later in this Plan. City of East Hope Water Facilities Plan \\Cdafiles\Public\Projects\JUB\ East Hope Water Facility Plan\Docs\Water FP Public Review Draft.docx

30 Chapt e r 2 De s c ript i o n o f E x i s t i n g W a t e r Sy s t e m Table 2-4 Historic Water Quality Data Parameter Measurement Raw Water Finished Water Target Water Quality Range Information Source Minimum Average Maximum Minimum Average Maximum Minimum Maximum Turbidity NTU <0.3 NTU 95% of time, no higher than 1.0 NTU Plant logged info ph Standard Units Plant logged info HAA5 mg/l <0.060 mg/l IDEQ Reporting City of East Hope Water Facilities Plan \\Cdafiles\Public\Projects\JUB\ East Hope Water Facility Plan\Docs\Water FP Public Review Draft.docx

31 1-Jan 15-Jan 29-Jan 12-Feb 26-Feb 12-Mar 26-Mar 9-Apr 23-Apr 7-May 21-May 4-Jun 18-Jun 2-Jul 16-Jul 30-Jul 13-Aug 27-Aug 10-Sep 24-Sep 8-Oct 22-Oct 5-Nov 19-Nov 3-Dec 17-Dec 31-Dec NTU Chapt e r 2 De s c ript i o n o f E x i s t i n g W a t e r Sy s t e m Figure 2-8 Monthly Treated Turbidity Date City of East Hope Water Facilities Plan \\Cdafiles\Public\Projects\JUB\ East Hope Water Facility Plan\Docs\Water FP Public Review Draft.docx

32 Chapt e r 2 De s c ript i o n o f E x i s t i n g W a t e r Sy s t e m 2.11 Water Distribution System Distribution Piping Much of the City's water system is nearly 50 years old and is undersized. The majority of waterlines in residential areas are 4-inch-diameter steel. The mains range in size from 2-inch to 8-inch. The updated portions of mains have been completed using C-900 PVC. Table 2-5 includes a summary of the pipe in the system. Table 2-5 Waterline Inventory Summary Waterline Size (in) Waterline Type Total Length (ft) 1.00 PVC Poly Steel PVC Steel 4, PVC Steel Cement Poly PVC 4, Steel 6, PVC Steel 3, PVC 2, Steel 2,043 Total 25,971 Pressure of the City is supplied fully by gravity from the WTP reservoir. The overflow elevation of the water storage tank provides a minim pressure of 30 psi at the highest served connections in the City, which is less than the required 40 psi. There are a number of connections at low elevations near the lake where the pressure is greater than 100 psi. These high pressure areas are regulated by individual pressure-reducing valves, and this has been working well for the City. Two pressure-reducing stations were originally designed by Sewell Engineers in 2007 to be located at the bottom of Sneil's Hill and between the railroad tracks and the old highway. Integrating these into the City water system would minimize the potential for failure and provide improved system City of East Hope Water Facilities Plan \\Cdafiles\Public\Projects\JUB\ East Hope Water Facility Plan\Docs\Water FP Public Review Draft.docx

33 Chapt e r 2 De s c ript i o n o f E x i s t i n g W a t e r Sy s t e m protection at the lower elevations in the City. The valves within the distribution system are in poor condition and many are inoperable, making it difficult to isolate areas when necessary. The City recently completed a City-wide radio read water metering program, which will allow the City to identify areas of high use and indicate leaks more readily Storage The City has a concrete storage tank that was originally constructed in The tank has a nominal diameter of 35 feet and contains approximately 100,000 gallons. The tank is sited north of the City, with a base elevation of approximately 2,400 feet above mean sea level. This elevation provides system pressures ranging from 40 psi to greater than 100 psi. The storage tank is able to fill to an elevation of 2,412 without the booster pump. The booster pump allows the tank to fill to an elevation of 2,415 for the top 18,000 gallons of storage. Figure ,000-Gallon Storage Tank Figure 2-9 shows a photo of the tank. A complete inspection of the tank was completed in 2011, at which time a liner or replacing the tank was recommended due to leakage. References WTP Construction Record Drawings; K.A. Durtschi & Associates; Capital Planning and Rate Study for City of East Hope; J-U-B ENGINEERS, Inc.; August Plant and City Records and Personal Communication; City of East Hope; City of East Hope Water Facilities Plan \\Cdafiles\Public\Projects\JUB\ East Hope Water Facility Plan\Docs\Water FP Public Review Draft.docx

34 Chapter 3 Current and Future Regulatory Requirements

35 Chapter 3 Current and Future Regulatory Requirements 3.1 Current Drinking Water Regulations All Public Water Systems (PWS) are subject to the rules contained in the EPA s Code of Federal Regulations (CFR). PWS that utilize surface water as their source are also subject to the Surface Water Treatment Rule (SWTR), which is also contained in the CFR. Through primacy, some states are given the authority to regulate drinking water systems under the CFR. In Idaho, IDEQ is given primacy by EPA. In this case, primacy simply means that IDEQ has been given authority by EPA to enforce the regulations contained in the CFR. While IDEQ is the primacy agency, EPA still has the authority to implement and enforce Federal drinking water rules. The CFR has specific requirements for drinking water systems utilizing surface water as their source. Through filtration and disinfection, a surface water treatment plant must be capable of providing a 3-log (99.9 percent) reduction of Giardia lamblia. Surface water treatment plants must also be capable of providing a 4-log (99.99 percent) reduction of viruses. Any future treatment plant upgrades must comply with IDAPA , 40 CFR , US EPA Guidance Manual for Compliance with Filtration and Disinfection Requirements for Public Water Systems Using Surface Water Studies, and State of Idaho SWTR Compliance Guidance. Different log credit values are given for each filtration type. Table 3-1 lists the typical log removal credit given by IDEQ for various types of filtration. The log credits listed in this table are average values. A particular water treatment plant may have a lower or higher log credit depending on performance, but the State will not credit any plant with lower than a 2-log removal credit. For systems using conventional or direct filtration, the turbidity level of representative samples of a system s filtered water must be less than or equal to 0.3 NTU at least 95 percent of the measurements taken each month. Also, the turbidity level of representative samples of a system s filtered water must at no time exceed 1.0 NTU. Table 3-1 Sample IDEQ Log Removal Credits Filtration Type Giardia Removal Virus Removal Complete Conventional 2.5-log 2.0-log Direct 2.0-log 1.0-log Slow Sand 2.0-log 2.0-log Diatomaceous Earth 2.0-log 1.0-log Cartridge/Bag Filters 2.0-log 0-log Other Technology Credit assigned case-by-case City of East Hope Water Facilities Plan \\Cdafiles\Public\Projects\JUB\ East Hope Water Facility Plan\Docs\Water FP Public Review Draft.docx

36 Chapt e r 3 Cu r rent a n d F u t u r e Regula t o ry R e q u i rem e n t s The disinfection phase of a treatment plant must be sufficient to ensure that the total treatment processes of that system, including the filtration process, achieve at least 3-log inactivation and/or removal of Giardia lamblia and at least 4-log inactivation and/or removal of viruses. Additionally, the residual disinfectant concentration in the water entering the distribution system cannot be less than 0.2 mg/l for more than four hours. In addition to the CFR, IDEQ has several regulations regarding surface water treatment. IDEQ requires that a chlorine concentration of 0.2 mg/l be present after an actual contact time of 30 minutes prior to the first user. IDEQ also requires that a water treatment plant provide redundant disinfection components and auxiliary power for the disinfection system. An automatic water shutoff may be used in place of disinfection redundancy if the system demonstrates, to the satisfaction of IDEQ, that at all times a minimum of 20 psi pressure and adequate fire flow can be maintained in the distribution system when water delivery is shut off to the distribution system. The Lead and Copper Rule requires that all community PWS conduct sampling of lead and copper based on the population of the system. The EPA has set Action Levels (ALs) for both lead and copper levels. An AL is the concentration of either lead or copper that triggers the need for corrosion control. The AL for copper is 1.30 mg/l while the AL for lead is mg/l. If 90 percent of the samples taken by a water system were lower than the ALs for the contaminant, a PWS would not be required to install any type of corrosion control. When a PWS exceeds an AL for lead or copper, that system has 24 months to install a corrosion control system. IDEQ has adopted the Long Term 1 Enhanced Surface Water Treatment Rule (LT1ESWTR) that has been developed by EPA and is applicable to surface water systems that have a population less than 10,000. These rules set stricter requirements for contaminant removals, disinfection, monitoring, and others. Any modifications to the East Hope system will be required to meet the LT1ESWTR requirements. The key items of the LT1ESWTR are shown in Table 3-2. City of East Hope Water Facilities Plan \\Cdafiles\Public\Projects\JUB\ East Hope Water Facility Plan\Docs\Water FP Public Review Draft.docx

37 Chapt e r 3 Cu r rent a n d F u t u r e Regula t o ry R e q u i rem e n t s Parameter Table 3-2 LT1ESWTR Requirements LT1ESWTR Filtration Requirements (a) LT1ESWTR Disinfection Requirements (a) Giardia Removal 2-log (99.9%) 0.5 log (67.0%) and 1.0-log (90.0%) (c) Cryptosporidium Removal 2-log (99.9%) --- Virus Removal Direct Filtration/Conventional 1-log (99.0%) 2-log (99.0%) Slow Sand Filtration 1-log (99.0%) 2-log (99.0%) Diatomaceous Earth 1-log (99.0%) 3-log (99.9%) Alternative Technology (b) 1-log (99.0%) 4-log (99.99%) Turbidity Direct Filtration/Conventional Slow Sand Filtration Diatomaceous Earth Alternative Technology (b) 95% 0.3 NTU, 1.0 NTU Max 95% 0.3 NTU, 1.0 NTU Max 95% 0.3 NTU, 1.0 NTU Max 95% 0.3 NTU, 1.0 NTU Max (a) (b) (c) Adapted from IDAPA and.03. Alternative technologies are defined as other filtration methods not otherwise listed. Alternative technologies are required to provide a total of 3-log (99.9%) Giardia removal and/or inactivation as required by 40 CFR through both filtration and disinfection. The most dramatic change with the LT1ESWTR is the addition of cryptosporidium removal as a requirement. This is significant because cryptosporidium is very difficult to inactivate and remove. The cryptosporidium oocysts have a nominal size of two microns compared to the larger Giardia at five microns. This requires removing the smaller cryptosporidium through improved filtration. Cryptosporidium oocysts are also very resistant to chlorine disinfection. The LT1ESWTR is further refined as the LT2ESWTR, as discussed below LT2ESWTR The purpose of the Long Term 2 Enhanced Surface Water Treatment Rule (LT2ESWTR) is to reduce illness linked with the contaminant Cryptosporidium and other pathogenic microorganisms in drinking water. The LT2ESWTR will supplement existing regulations by targeting additional Cryptosporidium treatment requirements to higher risk systems. This rule also contains provisions to reduce risks from uncovered finished water reservoirs and provisions to ensure that systems maintain microbial protection when they take steps to decrease the formation of disinfection byproducts that result from chemical water treatment. Current regulations require filtered water systems to reduce source water Cryptosporidium levels by 2-log (99.0%). Recent data on Cryptosporidium infectivity and occurrence indicate that this City of East Hope Water Facilities Plan \\Cdafiles\Public\Projects\JUB\ East Hope Water Facility Plan\Docs\Water FP Public Review Draft.docx

38 Chapt e r 3 Cu r rent a n d F u t u r e Regula t o ry R e q u i rem e n t s treatment requirement is sufficient for most systems, but additional treatment is necessary for certain higher risk systems. These higher risk systems include filtered water systems with high levels of Cryptosporidium in their water sources and all unfiltered water systems, which do not treat for Cryptosporidium. The LT2ESWTR is being promulgated simultaneously with the Stage 2 Disinfection Byproduct Rule to address concerns about risk tradeoffs between pathogens and DBPs. At the time of this report, systems with less than 10,000 connections will be conducting their initial source water monitoring. Initially, they will monitor their water sources to determine treatment requirements. This monitoring involves two years of monthly sampling for Cryptosporidium. To reduce monitoring costs, small filtered water systems will first monitor for E. coli a bacterium that is less expensive to analyze than Cryptosporidium and will be monitored for Cryptosporidium only if their E. coli results exceed specified concentration levels. Treatment: Filtered water systems will be classified in one of four treatment categories (bins) based on their monitoring results. Most systems are expected to be classified in the lowest bin and will face no additional requirements. Systems classified in higher bins must provide additional water treatment to further reduce Cryptosporidium levels by 90 to 99.7 percent (1.0- to 2.5-log), depending on the bin. Systems will select from different treatment and management options in a microbial toolbox to meet their additional treatment requirements. All unfiltered water systems must provide at least 99.0 or 99.9 percent (2- or 3-log) inactivation of Cryptosporidium, depending on the results of their monitoring. Disinfection Benchmarking: Systems must review their current level of microbial treatment before making a significant change in their disinfection practice. This review will assist systems in maintaining protection against microbial pathogens as they take steps to reduce the formation of disinfection byproducts under the Stage 2 Disinfection Byproducts Rule, which EPA is finalizing along with the LT2ESWTR Stage 1 D/DBP Rule The Stage 1 Disinfectant and Disinfection Byproduct Rule updates and supersedes the 1979 regulations for total trihalomethanes. In addition, it will reduce exposure to three disinfectants and many disinfection byproducts. The rule establishes maximum residual disinfectant level goals (MRDLGs) and maximum residual disinfectant levels (MRDLs) for three chemical disinfectants, including chlorine, chloramine, and chlorine dioxide (see Table 3-2). It also establishes maximum contaminant level goals (MCLGs) and City of East Hope Water Facilities Plan \\Cdafiles\Public\Projects\JUB\ East Hope Water Facility Plan\Docs\Water FP Public Review Draft.docx

39 Chapt e r 3 Cu r rent a n d F u t u r e Regula t o ry R e q u i rem e n t s maximum contaminant levels (MCLs) for total trihalomethanes, haloacetic acids, chlorite, and bromate (see Table 3-3). Table 3-3 MRDLGs, MRDLs, MCLGs, and MCLs for Stage 1 Disinfectants and Disinfection Byproducts Rule Disinfectant Residual MRDLG (mg/l) MRDL (mg/l) Compliance Based On Chlorine 4 (as Cl2) 4.0 (as Cl2) Annual Average Chloramine 4 (as Cl2) 4.0 (as Cl2) Annual Average Chlorine Dioxide 0.8 (as ClO2) 0.8 (as ClO2) Daily Samples Disinfection Byproducts MCLG (mg/l) MCL (mg/l) Compliance Based On Total Trihalomethanes (TTHM) (a) Chloroform Bromodichloromethane Dibromochloromethane Bromoform Haloacetic Acids (five) (HAA5) (b) Dichloroacetic Acid Trichloroacetic Acid N/A *** N/A Annual Average Annual Average Chlorite Monthly Average Bromate Annual Average N/A Not applicable because there are individual MCLGs for TTHMs or HAAs. (a) Total trihalomethanes is the sum of the concentrations of chloroform, bromodichloromethane, dibromochloromethane, and bromoform. (b) Haloacetic acids (five) is the sum of the concentrations of mono-, di-, and trichloroacetic acids and mono- and dibromoacetic acids. *** EPA removed the zero MCLG for chloroform from its National Primary Drinking Water Regulations, effective May 30, 2000, in accordance with an order of the U.S. Court of Appeals for the District of Columbia Circuit. Water systems that use surface water or groundwater under the direct influence of surface water and use conventional filtration treatment are required to remove specified percentages of organic materials, measured as total organic carbon (TOC), that may react with disinfectants to form DBPs (see Table 3-4). Removal will be achieved through a treatment technique (enhanced coagulation or enhanced softening) unless a system meets alternative criteria. City of East Hope Water Facilities Plan \\Cdafiles\Public\Projects\JUB\ East Hope Water Facility Plan\Docs\Water FP Public Review Draft.docx

40 Chapt e r 3 Cu r rent a n d F u t u r e Regula t o ry R e q u i rem e n t s Table 3-4 Required Removal of Total Organic Carbon by Enhanced Coagulation and Enhanced Softening for Subpart H Systems Using Conventional Treatment (a) (b) Source Water TOC Source Water Alkalinity (mg/l as CaCO 3) (mg/l) 0-60 > >120 2 > % 25.0% 15.0% > % 35.0% 25.0% > % 40.0% 30.0% (a) (b) Systems meeting at least one of the alternative compliance criteria in the rule are not required to meet the removals in this table. Systems practicing softening must meet the TOC removal requirements in the last column to the right. 3.2 Future Drinking Water Regulations This section focuses on the current regulatory status of certain contaminants and public water system operations and potential revisions that EPA is taking into consideration Total Coliform EPA proposed Revisions to the Total Coliform Rule on July 14, These revisions were published February 13, The updated rule has the same substance and effect as the recommendations made by the Total Coliform Rule Distribution System Advisory Committee in its signed Agreement in Principle (AIP). The Revisions to the Total Coliform Rule offer a meaningful opportunity for greater public health protection beyond the previous Total Coliform Rule. The revisions require systems that have an indication of coliform contamination in the distribution system to assess the problem and take corrective action that may reduce cases of illnesses and deaths due to potential fecal contamination and waterborne pathogen exposure. This update includes provisions in other rules that reference analytical methods and other requirements in the previous TCR (e.g., Public Notification and Ground Water Rules). These revisions are in accordance with the Safe Drinking Water Act as amended, which requires EPA to review and revise, as appropriate, each national primary drinking water regulation promulgated under the Safe Drinking Water Act not less often than every six years. As with the previous Total Coliform Rule, the Revisions to the Total Coliform Rule apply to all public water systems. City of East Hope Water Facilities Plan \\Cdafiles\Public\Projects\JUB\ East Hope Water Facility Plan\Docs\Water FP Public Review Draft.docx

41 Chapt e r 3 Cu r rent a n d F u t u r e Regula t o ry R e q u i rem e n t s Radon The 1996 Safe Drinking Water Act Amendments required EPA to establish a multimedia approach to address the public health risks from radon. EPA proposed regulations to reduce the public health risks associated with radon in air and water on November 2, EPA proposed new regulations to reduce the public health risks from radon on November 2, 1999 in the Federal Register (64 FR 59246). The proposed standards will apply only to community water systems that regularly serve 25 or more people and that use groundwater or mixed groundwater and surface water (e.g., systems serving homes, apartments, and trailer parks). They will not apply to systems that rely on surface water where radon levels in the water are very low. They also will not apply to private wells because EPA does not regulate them. The proposal will provide each state flexibility in how to limit exposure to radon by allowing them to focus their efforts on the greatest radon risks those in indoor air while also reducing the risks from radon in drinking water. City of East Hope Water Facilities Plan \\Cdafiles\Public\Projects\JUB\ East Hope Water Facility Plan\Docs\Water FP Public Review Draft.docx

42 Chapter 4 Storage Evaluation

43 Chapter 4 Storage Evaluation 4.1 Existing Storage Facilities Storage Reservoir The City of East Hope has one 100,000-gallon concrete storage tank that was originally constructed in The tank has a nominal diameter of 35 feet and contains approximately 100,000 gallons. The City also has a chlorine contact basin that holds approximately 90,000 gallons. Approximately 32,000 gallons of the basin are required for disinfection at peak demands, leaving 57,000 gallons for available storage, for a total storage volume of 158,000 gallons. Based on International Fire Code requirements, 1,000 gpm should be provided for 120 minutes, which leaves minimal storage available for operation, equalization, and standby storage. The tank is sited north of the City with a base elevation of approximately 2,400 feet above mean sea level, as shown on the project construction drawings. The base elevation of the tank is approximately 2,400 feet, and the maximum service elevation is approximately 2,330; this elevation provides approximately 30 psi, short of the minimum 40 psi service pressure required at the high elevations. Most areas of town are at an elevation where adequate system pressures can be met. The tank site is large enough to house additional storage as needed. The fire flow requirement was based on the National Fire Protection Association (NFPA), the Uniform Fire Code (UFC), and the Idaho Administrative Procedures Act (IDAPA) requirements; however, the local Fire Chief is the final fire flow authority. The UFC has been exchanged for the International Fire Code (IFC) and, although somewhat more restrictive than previous codes, allows a reduction in fire flow if buildings are equipped with internal dedicated fire suppression apparatus such as directional sprinklers. The code allows the Fire Chief discretion regarding fire flows, sprinkler requirements, and hydrant spacing. The State of Idaho is currently using the 2009 IFC Variables Affecting Capacity IDEQ has modified its definition of several parameters that ultimately affect allowable system capacity. The 2011 version of the Idaho Administrative Code, Idaho Rules for Public Drinking Water Systems (IDAPA) provides the following definitions: Average Day Demand (ADD): The volume of water used by a system on an average day based on a one-year period (IDAPA ). City of East Hope Water Facilities Plan \\Cdafiles\Public\Projects\JUB\ East Hope Water Facility Plan\Docs\Water FP Public Review Draft.docx

44 Chapt e r 4 Sto r a g e E v a l u a t i o n Peak Hour Demand (PHD): The highest hourly flow, excluding fire flow, that a water system or distribution system pressure zone is likely to experience in the design year (IDAPA ). Maximum Day Demand (MDD): The average rate of consumption for the 24-hour period in which total consumption is the largest for the design year (IDAPA ). Fire Flow Capacity (FFC): The water system capacity, in addition to maximum day demand, that is available for firefighting purposes within the water system or distribution system pressure zone. Adequacy of the water system fire flow capacity is determined by the local fire authority (IDAPA ). The storage reservoir provides six volumes, as delineated in IDAPA : 1. Dead Storage (IDAPA a): Storage that is either not available for use in the system or can provide only substandard flows and pressures. The water storage volume required for disinfection is considered dead storage; therefore, 32,000 gallons are not available. 2. Effective Storage (IDAPA b): Effective storage is all storage other than dead storage and is made up of operational, equalization, fire suppression, and standby storage. 3. Operational Storage (IDAPA c): Operational storage supplies water when, under normal conditions, the water sources are off. Operational storage, as defined in the regulation, varies. For East Hope, the water source is continuous; therefore, no operational storage is accounted for. 4. Equalization Storage (IDAPA d): Storage of finished water in sufficient quantity to compensate for the difference between a water system s maximum pumping capacity and peak hour demand. The water system can produce 171 gpm with both filters in use, and the peak hour flow is estimated at 272 gpm. The difference between the two volumes is 39,000 gallons. 5. Fire Suppression Storage (IDAPA e): Fire suppression storage equals the amount of water needed to support fire flow in those systems that provide it. The 2009 IFC fire storage requirement is 1,000 gpm for two hours, equaling 120,000 gallons, slightly less than the total available storage. 6. Standby Storage (IDAPA f): Standby storage provides a measure of reliability, or safety factor, should sources fail or when unusual conditions impose higherthan-anticipated demands. Normally used for emergency operation if standby power is not provided, to provide water for eight hours of operation at average day demand. The City is City of East Hope Water Facilities Plan \\Cdafiles\Public\Projects\JUB\ East Hope Water Facility Plan\Docs\Water FP Public Review Draft.docx

45 Chapt e r 4 Sto r a g e E v a l u a t i o n able to provide flow to their system with gravity flow and a portable generator to power the chlorine injection system, so no set volume of standby storage is recommended Fire Flow Demand and Reservoir Capacity To comply with IDEQ s current rule interpretation, the water system must be designed to provide the maximum day demand (MDD) plus local authority required fire flow with any pump out of service (IDAPA a). Table 4-1 summarizes water use and shows ADD, MDD, and PHD calculations. Table 4-1 Stored Water Volume Summary Reservoir (gallons) Available Volume 190,000 Dead Storage (req'd for chlorine contact) 32,000 Total Available 158,000 Fire and Emergency Storage 120,000 Equalization Storage 39,000 Total 159,000 Difference 1, Storage Improvements Three alternatives have been evaluated for storage improvements for the City. The alternatives evaluated are: 1. No-Action Alternative 2. New 100,000-Gallon Tank 3. New 200,000-Gallon Tank The three alternatives are discussed below No-Action Alternative This alternative would continue to use the two existing tanks. The existing 100,000-gallon storage tank would continue to leak and will eventually require replacement or rehabilitation. There are several advantages and disadvantages to this alternative, as discussed below: City of East Hope Water Facilities Plan \\Cdafiles\Public\Projects\JUB\ East Hope Water Facility Plan\Docs\Water FP Public Review Draft.docx

46 Chapt e r 4 Sto r a g e E v a l u a t i o n Advantages: Disadvantages: No new construction required. The existing 35-foot-diameter tank is aging, and reports completed in 2010 indicated that repairs were needed. The leaking 35-foot-diameter tank may become severe enough to risk contamination into the tank. This alternative has no immediate cost associated with it New 100,000-Gallon Tank This alternative replaces the existing 35-foot-diameter tank with a new 100,000-gallon storage tank. This would allow the City to have a total storage volume of approximately 160,000 gallons, which would provide the required equalization storage of 39,000 gallons, and 120,000 gallons in emergency and fire storage. This tank could be located in the southeast corner of the treatment plant property as shown on Figure 4-1, or could potentially be built above the existing chlorine contact basin. The chlorine contact basin was originally designed with the intent of being able to construct a new tank above it. The current tanks are providing approximately 30 psi at the highest service elevations for the City (highest approximate elevation of 2,335 feet). A new ground level tank should have a minimum water level approximately 20 feet higher than the existing tank in order to provide a minimum of 40 psi at all service elevations. This increase in overflow elevation of the tank would require replacement of the pump that currently provides water to the upper portion of the existing tank. This pump should be replaced with two new pumps that can each provide the maximum day demand of 170 gpm. This increase in elevation of the tank provides an increase in pressure throughout the system and may require adjustment of the pressure-reducing valves. A new 100,000-gallon tank could be 30 feet in diameter and 25 feet tall and service all areas of the City New 200,000-Gallon Tank Similar to the 100,000-gallon tank option, a new 200,000-gallon tank would replace the existing 35-foot-diameter tank but would increase the emergency, or standby storage, and fire storage available for the City. Like the previous alternative, this tank would need to be taller than the current tank to meet the minimum pressure requirements for the highest service elevations. This tank could also be sited in the southeast corner of the existing treatment plant property, or City of East Hope Water Facilities Plan \\Cdafiles\Public\Projects\JUB\ East Hope Water Facility Plan\Docs\Water FP Public Review Draft.docx

47 Chapt e r 4 Sto r a g e E v a l u a t i o n potentially above the existing chlorine contact basin. The dimensions of this tank would be approximately 25 feet tall and 40 feet in diameter. 4.3 Cost Summary and Recommendations The cost opinions for the evaluated options are included in Table 4-2. Table 4-2 Improved Storage Cost Opinions Storage Options Opinion of Cost 100,000-Gallon Tank $490, ,000-Gallon Tank $900,200 The City s preferred alternative is to replace the existing 100,000-gallon tank with a new 100,000-gallon tank. Replacement of this tank will allow the City to provide emergency flows and meet the maximum day equalization demands. The cost difference between the 100,000- and 200,000-gallon tanks should be evaluated again at the time of tank design, and additional storage should be considered if budget allows. City of East Hope Water Facilities Plan \\Cdafiles\Public\Projects\JUB\ East Hope Water Facility Plan\Docs\Water FP Public Review Draft.docx

48 SCALE IN FEET J-U-B ENGINEERS, INC.

49 Chapter 5 Distribution Evaluation

50 Chapter 5 Distribution Evaluation 5.1 Existing Distribution System Much of the distribution system is nearing 50 years old and has exceeded its design life. During the 2012 meter pit installation project, City staff added water meters for all service connections. There is a large number of dead-end lines within the distribution system. Maintaining a regular flushing schedule of these lines is important in maintaining water quality in the lines, and adding looping where possible is recommended. Fire hydrants in the system are connected to 4-inch-diameter steel main lines in many locations. The regulatory minimum size water main allowed to supply fire flow to hydrants has been increased to 6-inch-diameter in recent IDAPA revisions. Main waterlines should be replaced with at least 6-inch-diameter pipe to assure adequate fire flow and improve overall system flow. Fire hydrants should be replaced at the same time as the waterline. There are also a number of segments of 2-inch mains within the system. Regulations required a minimum of 3-inch-diameter (typically 4-inch or 6-inch) mains for any future construction Pressure Criteria The distribution system is a single pressure zone system. The entire system is supplied by gravity from the 100,000-gallon storage tank at the treatment plant. The tank provides a minimum pressure of 30 psi to the highest connection on the hillside and maximum pressures over 100 psi for connections near the lake. These high pressure connections are regulated by individual pressurereducing valves at each service. 5.2 Distribution System Alternatives A thorough water model was not completed as part of this analysis. Spot checks for pressures and estimated fire flows were made at end points of the distribution system to evaluate losses. A summary of the calculations made is included in Appendix 5-A. Hydraulic losses become significant at high flows because of small line size and lack of looping within the system. Because of the difficulties with meeting fire flows through the small size lines, the water system was evaluated based on two different scenarios, including 1) replacement of steel lines and 2) replacement of steel lines and improving looping. City of East Hope Water Facilities Plan \\Cdafiles\Public\Projects\JUB\ East Hope Water Facility Plan\Docs\Water FP Public Review Draft.docx

51 Chapt e r 5 Dist r i b u t i o n Ev a l u a t i o n The significant elevation difference within the service area allows for the high head losses in the piping in low elevation areas. Table 5-1 shows the estimated fire flows available throughout the system. Table 5-1 Estimated Available Fire Flow Location West end of School Road Loop School Road and Wellington Place Aspen Lane and Wellington Place East end of Spring Street East end of Pringle Avenue South end of Sneil's Hill Estimated Fire Flow 700 gpm 1,400 gpm 900 gpm 1,250 gpm 1,200 gpm 800 gpm Distribution System Improvements Steel Line Replacement The bulk of the distribution system is comprised of aging steel lines, and replacement of the steel lines 3-inch and larger is the City s first priority. An increase in waterline size is recommended in some areas and will accomplish reduced friction loss, which may provide improved pressures in some areas within the system. The increased line size will add minimal additional cost (trenching and backfill being 75 percent of the cost) and provide adequately-sized water mains should the City decide to increase system looping to improve fire protection. The recommended priority areas and estimated cost for the project are shown in Table 5-2. Project Location Treatment Plant to Lookout Blvd. Lookout Blvd. from Cedar St. to Ellisport St. Ellisport St. and Lakeview Blvd. to Croys Rd. Table 5-2 Priority Areas and Estimated Cost Length of Pipe (ft) Size of New Pipe (in) Projected Cost 1,000 8 $54, $30, $31,000 Big Hill Rd. 1,150 8 $60,500 School Rd $21,500 Pringle Ave. 1,050 6 $51,300 Total $249,300 Detailed cost estimates are included in Appendix 4-A. City of East Hope Water Facilities Plan \\Cdafiles\Public\Projects\JUB\ East Hope Water Facility Plan\Docs\Water FP Public Review Draft.docx

52 Chapt e r 5 Dist r i b u t i o n Ev a l u a t i o n Distribution System for Improving Looping System improvements to improve looping and fire protection were also evaluated. Extensive line replacement will be required to provide the improved looping necessary. Two bores crossing Highway 200 would also be included. The City currently has a fire protection rating of 7. A summary of the improvements is provided in Table 5-3. Project Location Loop from Croys Rd. to Pringle Ave. Table 5-3 Improved Looping Estimated Costs Length of Pipe (ft) Size of New Pipe (in) Projected Cost 1,200 6 $70,000 Aspen Ln. to Pringle Ave. 1,500 6 $80,400 Total $150,400 Detailed cost estimates are included in Appendix 4-A Pressure-Reducing Stations The areas of the City near the lake have very high system pressures (greater than 100 psi) and are currently controlled by individual pressure-reducing valves at the service. The installation of two pressure-reducing stations could reduce the overall system pressures in these lower elevation areas, decreasing the wear and improving the life of the system components (pipe, valves, fittings, meters, etc.) in these areas. Construction plans for these two stations were developed for these stations by Sewell and Associates in 2007, but the stations were not constructed due to budget constraints and the limited number of connections impacted by the work. One station was planned to be located next to Strong Creek, between the Old highway and the railroad tracks, and the other at the bottom of Sneil s Hill. The plans prepared for these stations are included in Appendix 5-B. The cost opinion for the construction of two stations is $63, Discussion and Recommendations There are three sets of distribution system improvements for the City s distribution system. The first is to replace the aging steel waterlines that are 3-inch or greater in size with appropriately sized PVC pipe. This replacement work will reduced non-revenue water for the system by replacing leaky lines, and it will improve fire flows within the system by increasing some line sizes and reducing friction losses in the piping. The second set of improvements would reduce dead-end lines and potentially improve water quality in the distribution system. The third is construction of two pressure-reducing stations to lower the pressure in the lower elevation areas near the lake. City of East Hope Water Facilities Plan \\Cdafiles\Public\Projects\JUB\ East Hope Water Facility Plan\Docs\Water FP Public Review Draft.docx

53 Chapt e r 5 Dist r i b u t i o n Ev a l u a t i o n The recommended minimum improvement for the distribution system is to replace the aging steel lines. This work will provide significant benefit to the system by improving lost-revenue water, which will reduce daily demands on the treatment system and also improve the system's fire flows and overall infrastructure. Looping projects and the addition of the PRV stations could be implemented at a later date as budget allows but are a lower priority. City of East Hope Water Facilities Plan \\Cdafiles\Public\Projects\JUB\ East Hope Water Facility Plan\Docs\Water FP Public Review Draft.docx

54 4S HWY 200 4S GOV. LOT 4 4P 6P 4P 4P 6S 6S 4S 6S 4C 2S 2S 36 GOV. LOT 3 GOV. LOT 4 7 METERS 4P 4P 4P4S 6S4S WELLINGTON PLACE HWY 200 SCHOOL RD 8S PINE LN. 3S DONOVAN LN. 2S 4S MAIN ST. 2S STRONG CR. AVE. 4P 35 LEGEND N PUBLIC ROADS AND STREETS PRIVATE ROADS EXISTING WATER LINES NEW 4" WATER LINE NEW 6" WATER LINE NEW 8" WATERLINE SCALE IN FEET APPROXIMATE CORPORATE LIMITS EAST HOPE ALL FEATURES ON THIS MAP ARE FOR ILLUSTRATION PURPOSES ONLY. THEY SHOULD NOT BE USED AS A BASIS FOR MEASUREMENT. J-U-B ENGINEERS, INC. PRINGLE AVENUE BIG HILL RD. 2S 2S 6S DEER LANE 4P ASPEN LANE 8S 6S R1E GOV. LOT 5 HOPE AVENUE 4S 2S 1P 6P 8S MAIN STREET 2S 3P 8S CEDAR STREET P 4P LOOKOUT BLVD. 0.75S LAKE PEND OREILLE WELLINGTON PLACE ELLISPORT ST LAKEVIEW BLVD 2S 4S 2S 2S SPRING STREET 2S 4P GOV. LOT 4 4S 4S SNELL'S HILL ST. 2P 4S2S HWY 200 CROY'S RD. 2S 4S GOV. LOT 3

55 Chapter 6 Surface Water Treatment Plant Improvement Alternatives

56 Chapter 6 Surface Water Treatment Plant Improvement Alternatives 6.1 Introduction As discussed in Chapter 2, the existing treatment plant requires some upgrades to continue to provide adequate service. This chapter reviews treatment options to meet these future requirements. The treatment options are divided into Finished Water Quality and Regulatory Considerations, Capacity Required Improvements, and Operational/Reliability Improvements to meet future conditions. Overall improvements are recommended, with preliminary opinions of project cost. 6.2 Identified Improvements Finished Water Quality and Regulatory Considerations No specific regulatory improvements are anticipated that cannot be accommodated by the current facility. Future disinfection byproduct conditions, including TTHM and HAA5s, may become an issue; however, these have historically registered water quality standards Capacity Required Improvements IDEQ has modified its definition of several parameters that ultimately affect allowable system capacity. As discussed previously, the 2011 version of the Idaho Administrative Code, Idaho Rules for Public Drinking Water Systems (IDAPA) provides the following definitions: Average Day Demand (ADD): The volume of water used by a system on an average day based on a (1) one year period (IDAPA ). Peak Hour Demand (PHD): The highest hourly flow, excluding fire flow, that a water system or distribution system pressure zone is likely to experience in the design year (IDAPA ). Maximum Day Demand (MDD): The average rate of consumption for the twenty four (24) hour period in which total consumption is the largest for the design year (IDAPA ). As the distribution system is targeting storage to accommodate demands higher than MDD (including PHD), the water treatment plant must be capable of producing the MDD consistently. City of East Hope Water Facilities Plan \\Cdafiles\Public\Projects\JUB\ East Hope Water Facility Plan\Docs\Water FP Public Review Draft.docx

57 Chapt e r 6 Su rf a c e W a t e r T reatm e n t P l a n t I m p ro v e m e n t A l t e rn a t i v e s Based on the flow projections presented previously, ADD is expected to maintain at mgd and MDD is expected to maintain at The current rated capacity of the facility is mgd and is currently at capacity with no system reliability. One additional slow sand filter would add system reliability Operational and Reliability Improvements During a review of the facility by J-U-B and discussion with plant operations staff, several operational issues were identified that should be targeted to improve operations, decrease maintenance, and improve reliability of the water treatment facility. These improvements are identified in Table 6-1. Items that are critical projects to maintain safe, reliable production of potable water have been identified. Projects that will improve operations but are not critical to plant operation have also been identified. Table 6-1 Operational and Reliability Improvements Item Name Description Critical to Maintain Plant Operation 1 Additional Filtration Needed to meet maximum day demand. YES 2 Chlorine Residual Monitoring Add online monitor to improve reliability and consistency. 3 Fishing Water Piping Improve access and eliminate cross connection between raw and filtrate. 4 SCADA Provide signal with low and high level alarms from disinfection residual chlorine analyzer to SCADA system and add emergency autodialer. NO NO NO 5 PLC Provide shelf spare pre-programmed PLC. NO 6 Emergency Power Provide emergency backup power generator with automatic transfer switch and necessary PLC programming. NO 6.3 Alternatives Development The following sections summarize all of the primary improvement alternatives considered for the East Hope WTP. A summary of the major alternatives is as follows: Alternative 1: No-Action Alternative Alternative 2: Construct Only Critical WTP Improvements Alternative 3: Construct ALL Identified WTP Improvements City of East Hope Water Facilities Plan \\Cdafiles\Public\Projects\JUB\ East Hope Water Facility Plan\Docs\Water FP Public Review Draft.docx

58 Chapt e r 6 Su rf a c e W a t e r T reatm e n t P l a n t I m p ro v e m e n t A l t e rn a t i v e s Each of these alternatives, as well as the potential environmental impacts, advantages, and disadvantages, will be discussed in more detail below. Necessary improvements to the WTP facility are similar for Alternatives 2 and 3. The Alternative of Combining Systems with the City of Hope was reviewed, but is not a politically viable option at this time Alternative 1: No-Action Alternative Description No modifications to the existing WTP. Likelihood of Meeting IDEQ Water Quality Requirements This alternative meets only IDEQ requirements for filtration rates during peak day flows (at MGD) and does not meet IDEQ reliability requirements for being able to supply the system with the largest unit off line. This alternative does not address backup power requirements for the chlorine disinfection system. Operation and Maintenance Considerations No additional operation and maintenance will currently be needed for this alternative. Probable Costs There is no cost for this alternative Alternative 2: Construct Only "Critical" WTP Improvements Description Several filtration alternatives, including membrane filtration and cartridge filtration in addition to slow sand, were initially considered as part of this analysis. Both the membrane and cartridge filtration options were eliminated based on high capital and operation and maintenance costs of these options over the slow sand treatment. This alternative includes adding one additional slow sand filter bay to the system and modifying the piping so the existing filters can be backwashed with finished water and disconnect the cross connection in the old chlorination vault between the finished water and raw water. This alternative will allow the City to provide peak day flow with one unit off line. The new filter will be located in the northeast corner of the existing site and will have the following advantages and disadvantages: City of East Hope Water Facilities Plan \\Cdafiles\Public\Projects\JUB\ East Hope Water Facility Plan\Docs\Water FP Public Review Draft.docx

59 Chapt e r 6 Su rf a c e W a t e r T reatm e n t P l a n t I m p ro v e m e n t A l t e rn a t i v e s Advantages: Similar process to existing filter units. Meets treatment requirements. Low operation and maintenance. Disadvantages Will require additional property adjacent to the existing site. Large footprint for filter versus other technologies. Replacement sand is expensive and can be difficult to locate IDEQ-approved source. Likelihood of Meeting IDEQ Water Quality Requirements This alternative will meet the filtration rates and reliability criteria as defined by IDEQ. The requirement for backup power for the chlorine injection pump will not be met; however, there is enough storage available to provide supply in the winter months. Operation and Maintenance Considerations This alternative would have similar O&M considerations as the existing system. The additional filter will be added into the rotation for cleaning only and will improve system operation by allowing more flexibility in the length of time a unit can be out of service, improving flushing and filter ripening times. Probable Costs The probable costs for Alternative 3 are included in Table 6-2. A detailed breakdown of costs is included in Appendix 4-A Alternative 3: Construct ALL WTP Improvements Description This alternative includes all items addressed in Alternative 2 as well as electrical upgrades to add a SCADA system, PLC, and emergency power to the site. The upgrades are shown in Figure 6-1. The SCADA system will be used to monitor the systems and water quality on a continuous basis. This will allow analysis of water quality trends and remote access to the system for the operator. This would include monitors for raw and finished water turbidity as well as chlorine monitoring. Likelihood of Meeting IDEQ Water Quality Requirements This alternative will meet all IDEQ requirements for reliability and capacity. City of East Hope Water Facilities Plan \\Cdafiles\Public\Projects\JUB\ East Hope Water Facility Plan\Docs\Water FP Public Review Draft.docx

60 Chapt e r 6 Su rf a c e W a t e r T reatm e n t P l a n t I m p ro v e m e n t A l t e rn a t i v e s Figure 6-1 Overall Proposed Plan City of East Hope Water Facilities Plan \\Cdafiles\Public\Projects\JUB\ East Hope Water Facility Plan\Docs\Water FP Public Review Draft.docx

61 Chapt e r 6 Su rf a c e W a t e r T reatm e n t P l a n t I m p ro v e m e n t A l t e rn a t i v e s Operation and Maintenance Considerations This alternative will have similar O&M requirements to Alternative 2, with some additional power consumption. Probable Costs The probable costs for Alternative 3 are included in Table 6-2. A detailed breakdown of costs is included in Appendix 4-A. 6.4 Cost Summary and Recommendations Costs Preliminary opinions of capital costs for the identified improvements are presented in Table 6-2. Detailed cost opinions for each alternative are included in Appendix 4-A. Project Table 6-2 WTP Improvements Costs Description Alternative 2 Critical Improvements Capital Cost (Present Worth) 1 New Slow Sand Filter Piping Modifications $235,000 2 Control Building Modifications $30,600 Alternative 3 All Improvements Capital Cost (Present Worth) 3 PLC 0 $55,000 4 Emergency Power 0 $110,000 Totals $265,600 $165, Recommendations Based on City staff and J-U-B review, it is recommended that Alternative 3: Construct ALL Identified WTP Improvements be pursued. Water treatment will remain the same as current operation. Current facility firm capacity will not need to be expanded to accommodate the 20-year growth; however, all projects identified in Table 6-1 and Table 6-2 are recommended within the 20-year period. City of East Hope Water Facilities Plan \\Cdafiles\Public\Projects\JUB\ East Hope Water Facility Plan\Docs\Water FP Public Review Draft.docx

62 Chapter 7 Alternative Selection

63 Chapter 7 Alternative Selection 7.1 Description The alternatives evaluated for the City in the previous chapters present options for the City to address the lack of reliable filtration capacity at maximum day flows, system pressure, and storage capacity. This chapter evaluates each of the alternatives to develop three potential projects. These projects are: 1. Option A No-Action Alternative 2. Option B Supply and Storage Improvements 3. Option C Supply, Storage, and Distribution Improvements The environmental considerations for each of these options are included in Figure Alternative Summary Option A No-Action Alternative For this alternative, the City would not implement any improvements to the water treatment facilities or distribution system. This option is not recommended for the following reasons: The City will not be able to meet the reliability requirement for the maximum day demands. The existing 90,000-gallon storage tank has known cracking and is likely leaking. Future residential and commercial growth may be restricted through a building moratorium unless the improvements are implemented. This may result in a loss of business and reduced property values and revenues. Option B Supply and Storage Improvements The first option examines adding an additional slow sand filter, lining the existing 100,000-gallon storage tank, and adding a new 100,000-gallon tank, but no improvements to the distribution system. The current reliable supply deficit at maximum day demand is 170 gpm (Table 2-1). City of East Hope Water Facilities Plan \\Cdafiles\Public\Projects\JUB\ East Hope Water Facility Plan\Docs\Water FP Public Review Draft.docx

64 Figure 7-1 Environmental Considerations for Alternatives Chapt e r 7 Alt e rn a t i v e S e l e c t i o n Environmental Criteria Climate and Physical Aspects (Topography, Geology, and Soils) Population, Economic, and Social Profile No Improvements (Option A) No Impact Yes - Potential risk as system grows and inability to meet maximum day demands and no reliability year round. Lack of fire protection and emergency storage, low system pressures at higher elevation areas, and low fire-flow capacity in some areas. (Short and Long-Term Impact) New Slow Sand Filter and Storage (Option B) Yes Excavation for filter and piping and storage tank. (Short-Term and Minor Long-Term Impact) Yes - Potential risk of low fire-flow capacity in some areas and increased water rates. (Short and Long-Term Impact) New Slow Sand Filter, Storage, and Distribution Improvements (Option C) Yes for the filter and piping, storage tanks and pipelines. (Short-Term and Minor Long-Term Impact) Yes Increased water rates. Land Use No Impact No Impact No Impact Floodplain Development No Impact No Impact No Impact Wetlands and Water Quality No Impact Yes No Impact Yes Pipeline crossing wetland can cause temporary site disturbance, but can be mitigated with BMPs. (Short-Term Impact) Wild and Scenic Rivers No Impact No Impact No Impact Cultural Resources No Impact Yes - Potential Impact if cultural resources are identified in construction areas. (Potential Short-Term and Long-Term Impact) Flora and Fauna No Impact Yes Temporary site disturbance, but can be mitigated with BMPs. (Short-Term Impact) Yes - Potential Impact if cultural resources are identified in construction areas. (Potential Short-Term and Long-Term Impact) Yes Temporary site disturbance, but can be mitigated with BMPs. (Short-Term Impact) Recreation and Open Space No Impact No Impact No Impact Agricultural Lands No Impact No Impact No Impact Air Quality No Impact Yes Temporary construction emissions, but can be mitigated with BMPs. (Short-Term Impact) Energy No Impact Yes increased energy consumption with new pumping facilities (Minor Long-Term Impact) Public Health Alternative Preliminary Cost Opinion (Total 2013 Present Worth Capital Cost) Yes Inability to meet maximum day demands with available supply, low system pressures at highest elevations, limited emergency and fire storage and fire flows. (Short- and Long- Term Impact) Yes Low fire flows. POSITIVE, improved ability to meet maximum day demands and improved system pressures and improved emergency and fire storage. (Long-Term Impact) Yes Temporary construction emissions, but can be mitigated with BMPs. (Short-Term Impact) Yes increased energy consumption with pumping facilities (Minor Long-Term Impact) Yes POSITIVE, improved ability to meet maximum day demands, improved system pressures, emergency and fire storage and fire flows. (Long-Term Impact) --- $915,600 $1,165,600 City of East Hope Water Facilities Plan \\Cdafiles\Public\Projects\JUB\ East Hope Water Facility Plan\Docs\Water FP Public Review Draft.docx

65 Chapt e r 7 Alt e rn a t i v e S e l e c t i o n The new filter can be located mainly on the existing treatment plant property. An additional 250 square feet of property in the northeast corner would allow for an access way between the new and old filters. The addition of this water filter and storage tank allows the City to meet the maximum day demands and provides emergency and equalization storage. This alternative does not address fire flow requirements for the City. The budget cost for this work is included in Table 7-1. Improvement Project Table 7-1 Option B Cost Opinion Cost Opinion New Slow Sand Filter $235,000 Control Building Piping Modifications $30,600 SCADA and Electrical Improvements $160, ,000-Gallon Storage Tank $490,000 Lining the Existing 100,000-Gallon Tank $60,000 Total Improvements $975,600 Option C Supply, Storage, and Distribution Improvements Option C includes the addition of a new slow sand filter and 100,000-gallon storage tank as included in Option B and adds the recommended distribution system improvements to replace the aging steel waterlines that are 3-inch and larger. This option provides improvements in emergency flows to dead-end lines in the system and will help reduce non-revenue water for the system by reducing the leaking lines. The cost opinion for Option B is included in Table 7-2. Improvement Project Table 7-2 Option C Cost Opinion Cost Opinion New Slow Sand Filter $235,000 Control Building Piping Modifications $30,600 SCADA and Electrical Improvements $160, ,000-Gallon Storage Tank and Booster Pumps $490,000 Lining the Existing 100,000-Gallon Tank $60,000 Distribution System Improvements $250,000 Total Improvements $1,225,600 City of East Hope Water Facilities Plan \\Cdafiles\Public\Projects\JUB\ East Hope Water Facility Plan\Docs\Water FP Public Review Draft.docx

66 Chapt e r 7 Alt e rn a t i v e S e l e c t i o n 7.3 Financial Impact of Alternative The estimated financial impacts of the project are dependent on the total capital expense, the amount of grant money the City receives, and the loan terms. Table 7-3 shows the projected monthly cost per ERU for each of the three alternatives presented in this chapter. The estimated O&M for Options B and C is approximately the same since Option B includes the new filter and storage tanks and the majority of the increase in labor and materials. These costs do not include any anticipated grant funds and are based on loan terms of 40 years with an interest rate of 2.25 percent. Table 7-3 Projected Monthly Costs Project Total Capital Monthly Cost/ERU (a) Option A $0 $0 Option B $915,600 $18.00 Option C $1,165,600 $24.20 (a) No grant funding included. City of East Hope Water Facilities Plan \\Cdafiles\Public\Projects\JUB\ East Hope Water Facility Plan\Docs\Water FP Public Review Draft.docx

67 Chapter 8 Conclusions and Recommendations

68 Chapter 8 Conclusions and Recommendations 8.1 Conclusions and Recommendations The improvement recommendations for the City of East Hope WTP are summarized in the following sections Recommendations for Water Treatment Facility The recommended improvement for the East Hope Water System is Option C. This includes a new slow sand filter, control system and SCADA improvements, a 100,000-gallon storage tank, and replacement of the aging steel water lines in the distribution system Costs for Recommended Project A summary of the recommended project options is presented in Table 8-1. Option Table 8-1 Options Cost Summary Installed Cost Rate per ERU per Month Without Grant Funding 1 New Slow Sand Filter $234,000 $ Control Building Piping Modifications $30,600 $ SCADA and Electrical Improvements $163,000 $ ,000-Gallon Storage Tank $490,000 $ Lining Existing 100,000-Gallon Tank $60,000 $ Distribution System Improvements $250,000 $5.00 Total $ Drinking Water Funding Sources General There are a number of potential sources of funding for water system improvements. A review and analysis of the available funding options are presented below Drinking Water Revolving Loan Fund IDEQ administers the Drinking Water Revolving Loan Fund (DWRLF) that provides below-marketrate interest loans to help repair or build new drinking water facilities. IDEQ has $56.1 million available for the FY 2014 funding cycle, of which $800,000 has been set aside for East Hope. The City of East Hope Water Facilities Plan \\Cdafiles\Public\Projects\JUB\ East Hope Water Facility Plan\Docs\Water FP Public Review Draft.docx

69 Chapt e r 8 Concl u s i o n s a n d Recomm e n d a t i o n s loan repayment schedule can be up to 20 years. Interest rates for the current FY 2014 loans are 2.25 percent. The interest rate is established annually on the basis of 75 percent of the index of 20-year obligation bonds. Some applicants may qualify as disadvantaged and may be eligible for an interest rate as low as 0 percent and a 30-year repayment schedule. IDEQ queries drinking water systems regularly to obtain information on projects for which loan funds could be used. Potential projects must first be listed on the State s Annual Priority List developed through a rating and ranking process based on public health concerns. The City has been listed first on the Priority List for FY 2014 for improving treatment and storage capacity. Fundable projects on the Priority List are placed on the Intended Use Plan. Once funding is secured from EPA and the State match is provided, communities with projects on the Intended Use Plan are invited to submit applications. After review of the application and satisfaction that all environmental and legal requirements have been met, a loan may be offered Community Development Block Grant (CDBG) This program is administered by the Idaho Department of Commerce (IDC). These grants are designed mainly to fund local housing wastewater, water, and economic development projects for moderate to low income communities. Based on 2010 Census data, the City of East Hope does not have a median household below the required level; therefore, the City may not be eligible to receive a grant from this source. An income survey could be completed by the City to confirm the median household income. Applications are due in November each year, with recipients notified the following spring. The maximum amount for a single grant is $350, Rural Development (RD) The Rural Utilities Service (RUS), an agency of the US Department of Agriculture, administers water and wastewater loan and grant programs for communities of 10,000 or less. RD uses a number of factors such as water rates and percent of household income in debt service to determine whether a community is eligible for a grant. RD typically can provide a grant match of up to 45 percent of the project total for systems that have income-based eligibility. Applications may be submitted at any time. An interest rate of 3.5 percent is expected for a loan. A revenue bond ordinance is normally required, with repayment via utility rates EPA State and Tribal Assistance Grants (STAG) This grant source is administered through the EPA s STAG account that is appropriated by Congress on a yearly basis. The STAG account is also the source of Drinking Water State Revolving Fund and Clean Water SRF. STAG grants are earmarked by Congressional delegates for designated projects City of East Hope Water Facilities Plan \\Cdafiles\Public\Projects\JUB\ East Hope Water Facility Plan\Docs\Water FP Public Review Draft.docx

70 Chapt e r 8 Concl u s i o n s a n d Recomm e n d a t i o n s within the congressional district. The grants are an increasingly sought-after source of funds. Projects funded through STAG vary from multi-million dollar facilities to small projects. By Congressional directive, the grants can cover only 55 percent of the project cost. The remaining 45 percent has to be matching funds unless EPA reduces or waives the matching requirement. Grants are received based on solicitation of the Congressional delegates serving the area of the district. City of East Hope Water Facilities Plan \\Cdafiles\Public\Projects\JUB\ East Hope Water Facility Plan\Docs\Water FP Public Review Draft.docx

71 Appendices Appendix 2-A IDEQ Sanitary Survey; January 3, 2014 Appendix 2-B Tank Survey by Liquivision Technology; July 23, 2010 Appendix 4-A Detailed Cost Estimates Appendix 5-A Distribution System Calculations Appendix 5-B Pressure-Reducing Station Plan

72 Appendix 2-A IDEQ Sanitary Survey January 3, 2014

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102 Appendix 2-B Tank Survey Liquivision Technology July 23, 2010

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107 Appendix 4-A Detailed Cost Estimates

108 ENGINEER'S OPINION OF PROBABLE COST PROJECT: East Hope Water Facility Plan DATE: October 8, 2013 PROJECT DESCRIPTION: CLIENT: Water System Improvements City of East Hope CLIENT PROJ. NO. J-U-B PROJ. NO.: CAPITAL COSTS ITEM DESCRIPTION NO. SCHEDULE OF VALUES QTY UNIT UNIT PRICE TOTAL COST 1 Additional Slow Sand Filter Excavation and backfill 1 LS $10, $ 10,000 Filter Basin 32,000 Gal $2.25 $ 72,000 Sand Media 65 CY $ $ 9,750 Gravel Filter Bed 40 CY $60.00 $ 2,400 Underdrain System 1 LS $10, $ 10,000 Meter and valves 1 LS $6, $ 6,000 Building Piping Modifications 1 LS $8, $ 8,000 6" PVC Piping 100 LF $60.00 $ 6,000 Filter Cover 720 SF $20.00 $ 14,400 Additional Property (250 SF) 1 LS $8, $ 8,000 Electrical 1 % 20% $ 5,680 Construction Subtotal $ 152,230 Mobilization, Bonding, Administration (10%) $ 15,200 Construction Total $ 167,430 Engineering and Administration (20%) $ 33,500 Construction Reserve Contingency (20%) $ 33,500 Total Capital $ 234,430 2 Control Building Modifications Demo Existing Piping 1 LS $1, $ 1,500 Modify Piping - Eliminate Cross Connection 1 LS $10, $ 10,000 Installation 1 EA $5, $ 5,000 Electrical 1 % 20% $ 3,300 Construction Subtotal $ 19,800 Mobilization, Bonding, Administration (10%) $ 2,000 Construction Total $ 21,800 Engineering and Administration (20%) $ 4,400 Construction Reserve Contingency (20%) $ 4,400 Total Capital $ 30, ,000 Gallon Storage Tank Site Work 1 LS $10, $ 10,000 Site Piping 1 LS $8, $ 8, ,000 gallon tank 200,000 Gal $2.25 $ 450,000 New Booster Pumps 2 EA $7, $ 15,000 Plumbing for Pumps 1 LS $5, $ 5,000 Electrical 1 % 20% $ 90,000 Construction Subtotal $ 578,000 Mobilization, Bonding, Administration (10%) $ 57,800 Construction Total $ 635,800 Property Acquisition (2050 SF) $ 10,000 Engineering and Administration (20%) $ 127,200 Construction Reserve Contingency (20%) $ 127,200 Total Capital $ 900, ,000 Gallon Storage Tank Site Work 1 LS $10, $ 10,000 Site Piping 1 LS $8, $ 8, ,000 gallon tank 100,000 Gal $2.25 $ 225,000 New Booster Pumps 2 EA $7, $ 15,000 Plumbing for Pumps 1 LS $5, $ 5,000 Electrical 1 % 20% $ 49,000 Construction Subtotal $ 312,000 Mobilization, Bonding, Administration (10%) $ 31,200 Construction Total $ 343,200 Property Acquisition (2050 SF) $ 10,000 Engineering and Administration (20%) $ 68,600 Construction Reserve Contingency (20%) $ 68,600 Total Capital $ 490,400

109 5 Distribution Improvements Treatment Plant to Lookout Blvd - 8 inch 1,000 LF $40.00 $ 40,000 Lookout Blvt from Cedar to Elisport St - 8 inch 400 LF $40.00 $ 16,000 Elisport to Lakeview Blvd to Croys Rd. - 6-inch 450 LF $35.00 $ 15,750 Big Hill Rd - 8-inch 1,150 LF $40.00 $ 46,000 School Rd. - 6-inch 200 LF $35.00 $ 7,000 Pringle Ave - 6-inch 1,050 LF $35.00 $ 36,750 Construction Subtotal $ 161,500 Mobilization, Bonding, Administration (10%) $ 16,200 Construction Total $ 177,700 Engineering and Administration (20%) $ 35,500 Construction Reserve Contingency (20%) $ 35,500 Total Capital $ 248,700 6 Looping Costs Croys Rd to Pringle 6-inch 1,200 LF $35.00 $ 42,000 Aspen Lane to Pringle Ave - 6-inch 1,500 LF $35.00 $ 52,500 Highway Crossing 2 EA $1, $ 3,000 Construction Subtotal $ 97,500 Mobilization, Bonding, Administration (10%) $ 9,800 Construction Total $ 107,300 Engineering and Administration (20%) $ 21,500 Construction Reserve Contingency (20%) $ 21,500 Total Capital $ 150,300 7 PRV Stations Stations 2 EA $15, $ 30,000 Surface Repair 2 EA $3, $ 6,000 Permitting 1 LS $5, $ 5,000 Construction Subtotal $ 41,000 Mobilization, Bonding, Administration (10%) $ 4,100 Construction Total $ 45,100 Engineering and Administration (20%) $ 9,000 Construction Reserve Contingency (20%) $ 9,000 Total Capital $ 63,100 8 SCADA and PLC Analyzers and Wiring 1 LS $25, $ 25,000 PLC and Programming 1 LS $15, $ 15,000 Construction Subtotal $ 40,000 Mobilization, Bonding, Administration (10%) $ 4,000 Construction Total $ 44,000 Engineering and Administration (5%) $ 2,200 Construction Reserve Contingency (20%) $ 8,800 Total Capital $ 55,000 9 Emergency Power Generator 1 LS $30, $ 30,000 ATS 1 LS $20, $ 20,000 Installation and Testing 1 LS $20, $ 20,000 Construction Subtotal $ 70,000 Mobilization, Bonding, Administration (10%) $ 7,000 Construction Total $ 77,000 Engineering and Administration (20%) $ 15,400 Construction Reserve Contingency (20%) $ 15,400 Total Capital $ 107,800 J-U-B ENGINEERS, INC.

110 Appendix 5-A Distribution System Calculations

111 Headloss Calculations Max. Flow at 20 psi (Emergency Conditions) Point Elevation (ft) Existing Tank site 2400 Bottom of fire storage Bottom of op. storage 2400 Overflow Headloss in Pipes Pipeline Segment Q, gpm = D, in = h L, ft Tank to el 2225 site (Bottom of School Rd Loop) Delta z headloss allowable ft Route Flow Headloss ,2,3,19,20,22,23,24, Total Flow *section 28 extends past point Tank to 2099 site (Wellington and School Road) Delta z headloss allowable ft Route Flow Headloss ,2,3,19,20,22,23, Total Flow Tank to 2112 site (Aspen Lane and Wellington Place) Delta z headloss allowable ft Route Flow Headloss ,2,3,19,20,22,31, Total Flow Tank to 2336 site (East end of Spring Street) Delta z headloss allowable ft Route Flow Headloss ,2,4,5, Total 1250

112 Tank to 2081 site (South end of Sniel's Hill) Delta z headloss allowable ft Route Flow Headloss ,2,3,7,9,10, Total Tank to 2074 site (East end of Pringle Ave) Delta z headloss allowable ft Route Flow Headloss ,2,3,19,20,22,29, Total Flow Tank to 2084 site (South East corner of system) Delta z headloss allowable ft Route Flow Headloss ,2,3,7,9,10,12,14, Total Flow Tank to 2278 site (Main Street and Hope Ave) Delta z headloss allowable ft Route Flow Headloss Total Flow Tank to 2188 site (East end of Croy's Rd.) Delta z headloss allowable ft Route Flow Headloss ,2,3,7,9,10, Total Flow Tank to 2262 site (Cedar and Spring Street) Delta z headloss allowable ft Route Flow Headloss 1, Total Flow 1200

113 Equations: Q = V*A A = (π*d 2 )/4 Conversion Factors/Constants: in 2 => ft ft 3 /sec => gpm g, ft/sec Flow, Velocity, Pipe Diameter Use Swamee & Jane explicit approximation of Colebrook-White equation to determine friction factor

114 Appendix 5-B Pressure-Reducing Station Plan

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