Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My Public Portal
About
Resolution 17-29 Water Master Plan
City of McCall RESOLUTION 17-29 A RESOLUTION OF THE CITY OF MCCALL, IDAHO, ADOPTING THE 2017 MCCALL WATER SYSTEM MASTER PLAN, PROVIDING FOR RELATED MATTERS, AND PROVIDING AN EFFECTIVE DATE. WHEREAS, the 2017 McCall Water System Master Plan (Plan) was prepared by SPF Water Engineering (SPF) for the City of McCall and is an update and replacement document to the 2012 Water Master Plan Update and the Water Facility Plan 2008 Addendum; and WHEREAS, the City of McCall and SPF have completed a comprehensive analysis of existing population and water demands, used available data to project future water demand over a 20-year planning horizon, evaluated system facilities for water supply, treatment, storage, and distribution with regard to Idaho Department of Environmental Quality (IDEQ) regulatory requirements; and developed a 10 and 20 year capital improvement plan (CIP); and WHEREAS, the Idaho Department of Environmental Quality (IDEQ) has reviewed the 2017 McCall Water System Master Plan and revisions have been made to the plan to address comments received from IDEQ. NOW, THEREFORE, BE IT RESOLVED, by the Mayor and City Council of the City of McCall, Valley County, Idaho that: The 2017 McCall Water System Master Plan is adopted and a copy of the Plan is attached hereto as Exhibit 1, and by this reference incorporated herein. This resolution shall be in full force and effect upon its passage and approval. Adopted this 28th day of December, 2017. ATT BessieJo agner, Water System Master PlanMCCALLFinal | December 2017 Prepared for City of McCall 216 East Park Street | McCall, Idaho 83638 Prepared by SPF Water Engineering 300 E Mallard Drive Suite 350 | Boise, ID 83706 City of McCall 2017 Water System Master Plan Prepared for City of McCall 216 East Park Street McCall, Idaho 83638 Prepared by SPF Water Engineering, LLC 300 East Mallard, Suite 350 Boise, Idaho 83706 (208) 383-4140 December 28, 2017 SPF Water Engineering, LLC Page i City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN Acknowledgements Appreciation is expressed to everyone who contributed to completion of the McCall Water Master Plan. McCall City Council Jackie Aymon, Mayor Colby Nielson, Council Member Marcia Witte, Council Member Melanie Holmes, Council Member Bob Giles, Council Member McCall City Staff Nathan Stewart, Public Works Director Phillip Bowman, City Engineer Levi Brinkley, Water Superintendent Matthew Dellwo, WTP Operations Manager Stacy LaFay, Water Operations Specialist Sue DeVere, Administrative Assistant Garrett Mapp, GIS Analyst Carol Coyle, Grant Writer Linda Stokes, City Treasurer Michelle Groenevelt, Community and Economic Development Coordinator Consultants Breanna Paulson, SPF Water Engineering Eric Landsberg, SPF Water Engineering Nancy Heuman, SPF Water Engineering Crystal Jensen, SPF Water Engineering Ron Manning, SPF Water Engineering Cathy Cooper, SPF Water Engineering Roxanne Brown, SPF Water Engineering Scott McGourty, SPF Water Engineering Scott Wenger, SPF Water Engineering Bryan Foote, Horrocks Engineers SPF Water Engineering, LLC Page ii City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN Executive Summary The City of McCall owns and operates a water system that provides water service to over 3,200 service connections and a service population that can exceed 20,000 during peak usage. The purpose of this Water Master Plan is to provide the City of McCall a comprehensive planning document with information and recommendations necessary for the responsible management of the water system. This plan reviews existing population and water demands, and uses available data to project future water demand over a 20-year planning horizon. The facilities for water supply, treatment, storage, and distribution are evaluated with regard to Idaho Department of Environmental Quality (IDEQ) regulatory requirements. Overview of Existing System Payette Lake is the source of supply for the system, and provides consistently high quality raw water. Existing water system facilities include the following: Two raw water pumping stations Water treatment plant Two treated water storage tanks Three booster pump stations Nine pressure zones 19 pressure reducing valve stations, and 89.6 miles of distribution system piping. Water Requirements Average day demand (ADD) for the system is 1.1 million gallons. Maximum day demand (MDD) is 2.83 million gallons. Peak hour demand (PHD) is 5.34 million gallons. Over the past 18 years, maximum day demand increased at an annualized rate of 3.1%. Water demands are projected to increase at a rate of 3% annually over the 20- year planning period. Current and projected water demands are shown in Table 1. SPF Water Engineering, LLC Page iii City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN Table 1. Water Demand Projections. Year Equivalent Residential Units (ERU) Average Day Demand (mgd) Maximum Day Demand (mgd) Peak Hour Demand (mgd) 2017 4551 1.10 2.81 5.34 2022 5276 1.28 3.26 6.19 2027 6116 1.48 3.78 7.18 2032 7090 1.71 4.38 8.32 2037 8220 1.99 5.08 9.64 1. ERU = equivalent residential unit, a unit of water system capacity defined as the average demand of single family dwellings. 2. mgd = million gallons per day. Summary of System Evaluation Results Overall, the water system facilities are in good condition and have adequate capacity to meet current water demands and IDEQ regulations. Major pumping, treatment, and storage facilities all meet current standards. However, some distribution system piping is undersized and incapable of delivering fire flow in certain areas of the system. These deficiencies have been identified and prioritized for future pipeline upgrade projects. As water demands increase over the 20-year planning horizon, facility improvements will be needed to provide increased water delivery capacity. In addition, as facilities continue to age, upgrades will be necessary to maintain the required level of service. Capital Improvement Plan Section 8 includes a detailed capital improvement plan to address existing deficiencies and future needs. An estimated $11.7 million worth of water system improvements are identified over the next 10 years (2018-2027) in 2017 dollars. Distribution system piping upgrades are the largest category of projected capital improvements. Twenty-eight pipeline upgrade projects have been identified, comprising 43,000 linear feet (9% of the distribution system), at an estimated cost of $7.7 million over the next 10 years. The City will need to construct additional storage by 2026 in order to meet storage requirements for peak hour demand and fire flow. A 1.0-million-gallon storage tank is included in the CIP at an estimated cost of $2.2 million. Water treatment and pumping capital expenditures are estimated to be $795,000 over the next 10 years. SPF Water Engineering, LLC Page iv City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN Additional firm raw water pumping capacity will be needed by 2019, and can be achieved by installing a standby generator at the Davis Beach Pump Station or upgrading the third pump at Legacy Park Pump Station. Maximum day demand is projected to exceed the capacity of the water treatment plant in the year 2039. Planning, land acquisition, design, and construction of a new water treatment plant are projected to occur between 2029 and 2038. The timing and cost for this major capital expenditure should be monitored and adjusted in future Master Plans as the City grows and water demands increase. Summary Overall, the water system is in good condition and is able to meet existing water demands. The City is fortunate to have an abundant source of high quality water in Payette Lake. Major capital projects undertaken during the past 25 years have the City well situated to meet current and future water needs. The water treatment plant has adequate capacity to meet maximum day demand through 2039 (at projected growth rates). Additional water storage capacity will be needed by 2026 to meet peak demand and fire flows. The largest current need is distribution system piping upgrades to meet fire flow requirements and replace aging infrastructure. Upon completion of the Water Master Plan, the City will conduct a water rate study to evaluate water rate structures to support system operations, maintenance, and capital improvement needs. The capital improvement plan will be updated annually during the annual budget cycle, and the Water Master Plan will be updated every five years to reflect actual system growth and update system facility needs. SPF Water Engineering, LLC Page v City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN Table of Contents 1. Service Area and Policies ................................................................................................... 1 Service Area ............................................................................................................ 1 Topography, Geology, and Soils ............................................................................. 1 Surface and Groundwater Hydrology ...................................................................... 2 Future Planning Service Area ................................................................................. 4 Land Use ................................................................................................................. 5 Housing, Industrial, and Community Development ................................................. 6 Socioeconomic Profile ............................................................................................. 6 Utlity Use ................................................................................................................. 6 Energy Production and Consumption ..................................................................... 6 Cultural Resources ................................................................................................ 6 Climate .................................................................................................................. 6 Proximity to Sole Source Aquifer .......................................................................... 7 Floodplains and Wetlands ..................................................................................... 7 Wild and Scenic Rivers ......................................................................................... 7 Fauna, Flora, and Natural Communities ............................................................... 7 Prime Agriculture Farmlands Protection ............................................................... 8 Air Quality and Noise ............................................................................................ 8 Public Health and Water Quality Considerations .................................................. 8 Water Rate Structure ............................................................................................ 9 Water Department Management Structure ........................................................... 9 2. Existing Water System Facilities ....................................................................................... 11 Sources of Supply ................................................................................................. 11 Water Treatment Plant .......................................................................................... 12 2.2.1. WTP and Filter Optimization ......................................................................... 12 Storage Facilities ................................................................................................... 14 2.3.1. Knowles Road Booster Pump Station ........................................................... 15 2.3.2. Betsy’s Pond Booster Pump Station ............................................................. 17 2.3.3. Westside Booster Pump Station ................................................................... 17 Distribution System ............................................................................................... 17 2.4.1. Pressure Zones ............................................................................................. 18 SCADA System ..................................................................................................... 19 3. Water Supply Requirements ............................................................................................. 20 Definition of Terms ................................................................................................ 20 Historical Water Production and Demand ............................................................. 21 Unit Water Demands per Connection and ERU .................................................... 24 3.3.1. Maximum Day Demand per ERU .................................................................. 25 Water Demand Peaking Factors ........................................................................... 26 Unaccounted for Distribution System Water ......................................................... 27 Water Demand Projections ................................................................................... 28 4. Water System Analysis ..................................................................................................... 31 SPF Water Engineering, LLC Page vi City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN Computer Model Development ............................................................................. 31 Regulations and Analysis Criteria ......................................................................... 31 Demand Allocation ................................................................................................ 31 4.3.1. Current (2017) Demand ................................................................................ 32 Model Calibration .................................................................................................. 33 Current (2017) Conditions Evaluation ................................................................... 37 4.5.1. Current (2017) Static Pressure Evaluation ................................................... 40 4.5.1.1. Static Pressure Recommendations ...................................... 42 4.5.2. Current (2017) Peak Hour Demand (PHD) ................................................... 42 4.5.2.1. PHD Pressure Recommendations ........................................ 45 4.5.3. Current (2017) Maximum Day Demand (MDD) Plus Fire Flow ..................... 45 4.5.4. High Fire Flow Areas .................................................................................... 47 4.5.4.1. Fire Flow Recommended Improvements .............................. 49 Summary and Recommendations ......................................................................... 50 4.6.1. Peak Hour Pressures .................................................................................... 50 4.6.2. Fire Flow Availability ..................................................................................... 50 4.6.3. Additional Recommendations ....................................................................... 50 5. Analysis of Future Water System Needs .......................................................................... 51 Source and Storage Capacity Analysis ................................................................. 51 5.1.1. Source Capacity ............................................................................................ 51 5.1.2. Water Treatment Plant Capacity ................................................................... 51 5.1.3. Storage Capacity .......................................................................................... 51 5.1.4. Pumping Capacity ......................................................................................... 52 5.1.4.1. Knowles BPS ........................................................................ 53 5.1.5. Declining Balance Evaluation Summary ....................................................... 53 Future Model Demand Allocation .......................................................................... 54 5.2.1. Service Area Expansion ................................................................................ 55 5.2.2. Redevelopment Areas .................................................................................. 55 5.2.3. Future Water Demands ................................................................................. 55 NEAR-TERM (2025) CONDITIONS EVALUATION .............................................. 56 5.3.1. Near-Term (2025) Peak Hour Demand (PHD) ............................................. 56 5.3.2. Near-Term (2025) Maximum Day Demand (MDD) Plus Fire Flow .............. 58 5.3.3. Near-Term (2025) Recommendations .......................................................... 60 FUTURE (2037) CONDITIONS EVALUATION ..................................................... 60 5.4.1. Future (2037) Peak Hour Demand (PHD) .................................................... 60 5.4.2. Future (2037) Maximum Day Demand (MDD) Plus Fire Flow ...................... 62 5.4.3. Future (2037) Recommendation ................................................................... 64 FUTURE (2037) CONDITIONS EVALUATION WITH CIP UPGRADES ............... 64 5.5.1. Future (2037) with CIP Upgrades Peak Hour Demand (PHD) ...................... 64 5.5.2. Future (2037) with CIP Upgrades Maximum Day Demand (MDD) Plus Fire Flow 65 Summary and Recommendations ......................................................................... 67 5.6.1. Peak Hour Pressures and Velocities ............................................................ 67 5.6.2. Fire Flow Availability ..................................................................................... 67 6. Water Conservation Program ............................................................................................ 68 SPF Water Engineering, LLC Page vii City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN Current Water Conservation Measures ................................................................. 68 Future Conservation Measures ............................................................................. 68 7. Water Rights ..................................................................................................................... 70 Current Water Right Portfolio ................................................................................ 70 7.1.1. Potable Supply - Payette Lake Water Rights ................................................ 70 7.1.2. Irrigation Supply - Groundwater Rights. ........................................................ 71 Water Rights versus Demand Projections. ........................................................... 73 7.2.1. Five-Year Forecast ....................................................................................... 74 7.2.2. Twenty-Year Forecast ................................................................................... 74 Water Right Administration in the Payette River Basin ......................................... 75 8. Capital Improvements Program ........................................................................................ 76 Capital Improvement Plan (CIP) Overview Section .............................................. 76 Distribution System Infrastructure Replacement Plan ........................................... 80 Capital Project Funding Sources ........................................................................... 83 9. References ........................................................................................................................ 84 SPF Water Engineering, LLC Page viii City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN List of Figures Figure 1. Municipal Service Area. ........................................................................................... 2 Figure 2: Surficial Geology of Water Service Area .................................................................. 4 Figure 3. Future Planning Areas. ............................................................................................ 5 Figure 4. Existing Water System Facilities. ........................................................................... 16 Figure 5. City of McCall Pressure Zone Schematic. ............................................................. 19 Figure 6. Historical Water Demand. ..................................................................................... 23 Figure 7. Daily Water Treatment Plant Production (2012-2017). ......................................... 24 Figure 8. Water Demand Projections. ................................................................................... 29 Figure 9. MDD Distribution. ................................................................................................... 32 Figure 10. Hydrant Test Locations. ....................................................................................... 34 Figure 11. Static Pressure. .................................................................................................... 41 Figure 12. PHD Velocities from the Eastside Tank. .............................................................. 43 Figure 13. Maximum WTP Distribution per Hour. ................................................................. 45 Figure 14. Available Fire Flow at 1,500 Tank Elevation. ....................................................... 48 Figure 15. Water Mains with Available Fire Flow Below 500 gpm. ....................................... 49 Figure 16. 2025 PHD Velocities from Eastside Tank. ........................................................... 57 Figure 17. 2025 Available Fire Flow at 1,500 Tank Elevation ............................................... 59 Figure 18. 2037 PHD Velocities from Eastside Tank ............................................................ 61 Figure 19. 2037 Available Fire Flow at 1,500 Tank Elevation ............................................... 63 Figure 20. 2037 with CIP Upgrades PHD Velocities from Eastside Tank ............................. 65 Figure 21. 2037 with CIP Upgrades Available Fire Flow at 1,500 Tank Elevation ................ 66 Figure 22. Authorized Place of Use. ..................................................................................... 72 Figure 23. Authorized Points of Diversion. ............................................................................ 73 Figure 24. 10-Year Water System Capital Improvement Plan. ............................................. 76 Figure 25. Pipeline Upgrades 2018-2024. ............................................................................ 81 SPF Water Engineering, LLC Page ix City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN List of Tables Table 1. Water Demand Projections. ..................................................................................... iii Table 2. McCall 2016 Water Usage Rates. ............................................................................. 9 Table 3. Raw Water Pumping Facilities. ............................................................................... 11 Table 4. WTP Summary. ....................................................................................................... 14 Table 5. Current Water Storage Tank Requirements. ........................................................... 15 Table 6. Summary of Distribution Pipes. ............................................................................... 17 Table 7. Pressure Zones. ...................................................................................................... 18 Table 8. Historical Water Production (1999-2017) Measured at Water Treatment Plant. .... 22 Table 9. Unit Demands (2013-2017). .................................................................................... 25 Table 10. Water Demand Peaking Factors. .......................................................................... 26 Table 11. Unaccounted for Water (April 2013 to December 2016). ...................................... 27 Table 12. 20-Year Water Demand Projections. .................................................................... 30 Table 13. June 2016 Hydrant Test Results. .......................................................................... 35 Table 14. November 2016 Hydrant Test Results. ................................................................. 35 Table 15. Provided and Simulated PRV Settings. ................................................................. 36 Table 16. Observed and Simulated Hydrant Test Pressures. ............................................... 36 Table 17. IDEQ Rules for Water Distribution Systems. ......................................................... 37 Table 18. 2017 McCall Water Demands. .............................................................................. 37 Table 19. McCall Sources of Supply. .................................................................................... 38 Table 20. Current Westside Tank Volumes. ......................................................................... 39 Table 21. Current East Tank Volumes. ................................................................................. 39 Table 22. 2017 PHD Scenario Source Contributions. ........................................................... 43 Table 23. Fire Flow Requirements and Available Fire Flow. ................................................. 47 Table 24. Current Water Storage Tank Requirements. ......................................................... 52 Table 25. Declining Balance Summary ................................................................................. 53 Table 26: Projected Future Demands ................................................................................... 55 Table 27. 2025 PHD Scenario Source Contributions. ........................................................... 56 Table 28. 2037 PHD Scenario Source Contributions. ........................................................... 60 SPF Water Engineering, LLC Page x City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN Table 29. Future (2037) with CIP upgrades PHD Scenario Source Contributions ................ 64 Table 30. Water Right Summary. .......................................................................................... 71 Table 31. Authorized Annual Diversion Volume for Potable Use. ......................................... 74 Table 32. Projected Demand (3% Annual Demand Increase). ............................................. 74 Table 33. 20-Year Water System Capital Improvement Plan ............................................... 78 Table 34. 10-Year Water System Capital Improvement Plan ............................................... 79 Table 35. Estimate of System Replacement Value. .............................................................. 82 Table 36. Recommended Water Infrastructure Replacement Plan. ...................................... 83 Appendices Appendix A: Water Facility Data Appendix B: System Sustainability Appendix C: Hydraulic Model Data and Maps Appendix D: Pipe Upgrade List Appendix E: Water Right Documents Appendix F: Cross Connection Control Program Appendix G: Existing Environmental Conditions Appendix H: Correspondence from City of McCall Fire Chief SPF Water Engineering, LLC Page 1 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN 1. SERVICE AREA AND POLICIES This section describes the existing water system service area, anticipated future service area, water rate structure, and City policies related to the water system. Service Area The City of McCall supplies water to approximately 3,300 residential and commercial connections, with a total permanent service population of approximately 3,100 residents within the incorporated City area. McCall has a large proportion of second homes, hotels, and rental properties because it is a popular resort destination. Second homes account for 71% of the total housing units. The number of second home housing units increased 128% from 2000 to 20141. The water system must accommodate large influxes of visitors during the summer peak season, the Winter Carnival, holidays, and weekends. Figure 1 shows the municipal boundary and the municipal water service area. Boundaries were provided by the City of McCall. Topography, Geology, and Soils McCall is located on the western edge of Valley County, Idaho and situated on the southern shore of Payette Lake. The topography of the city is mountainous and generally slopes towards the southwest. Elevations range from a high of about 5,510 feet in the west side higher-pressure zones to a low of about 4,925 feet at the McCall RV Park, located at the south end of the system. According to the Geologic Map of Valley County, Idaho2, the city is underlain by quaternary moraine and glaciofluvial outwash. McCall is situated at the end of Long Valley, a major tectonic and structural feature of west central Idaho. There are three major rock groups including: The Cretaceous Idaho batholith, the Triassic-Jurassic metamorphosed island-arc sedimentary and volcanic rocks of the Seven Devils Group and the Miocene flood-basalt flows of the Columbia River Basalt Group. A geological Map is provided in Appendix G. According to the Soil Survey of Valley County Area, Idaho, parts of Adams and Washington Counties3, soils underlying the service area are mainly classified as 1 McCall in Motion (Draft), McCall Area Comprehensive Plan, Existing Conditions. 2016: 68-69. 2 R.S. Lewis, “Valley County, Idaho”, Digital Atlas of Idaho, http://imnh.isu.edu/digitalatlas/counties/valley/Valley.pdf 3 2008, Soil Survey of Vlley County Area, Idaho, Parts of Adams and Washington Counties, United States Department of Agriculture, Soil Conservation Service. SPF Water Engineering, LLC Page 2 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN archabal loam with 4 to 12 percent slopes and McCall complex with 5-50 percent slopes. The soil series typically includes a surface layer of silty sand, silty pebbly sand, sandy gravel, local silt, and clay. The underlying material (Below 1 meter) consists of silty sandy gravel and gravelly coarse sand. A soil map and is located in Appendix G. Figure 1. Municipal Service Area. Surface and Groundwater Hydrology The McCall service area is adjacent to the Payette Lake and Payette River. The Payette Lake is the sole source of raw water supply for the City and the water quality is very good with consistently low turbidity and total organic carbon levels. For the year 2016, turbidity ranged from 0.12 to 1.36 nephelometric turbidity units (NTU), with an average of 0.27 NTU. Raw water pH ranged from 5.9 to 7.6, with an average of 6.7. Raw water SPF Water Engineering, LLC Page 3 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN temperature ranged from 4.3 to 10.5 degrees Celsius, with an average of 7.1 degrees Celsius. Average raw water alkalinity and hardness were 7.4 and 3.2 mg/L as CaCO3, respectively. Groundwater availability in the McCall area is quite variable due complex surface geology. Figure 2 is a surficial geologic map4 of the municipal water service area. The surficial geologic map for Long Valley is located in Appendix G. The core of the service area consists primarily of recessional moraine deposits (map unit Qgr), which do not form productive aquifers. Wells completed in these areas generally produce less than 50 gpm. The northeast portion of the service area (in the vicinity of the municipal golf course) and the southern portion of the service area (near and west of the airport) are underlain by glacial outwash deposits (map unit Qgo). Glacial outwash deposits consist primarily of sand and gravel, and form productive aquifers. Properly completed wells in these areas produce yields of several hundred gallons per minute. The west and southeast sides of the service area are covered by glacial till deposits (map unit Qgt). Similar to the recessional moraine deposits, the till does not contain productive aquifers. The glacial deposits are underlain by low permeability bedrock consisting of basalt or granite. 4 Breckenridge, R.M., K.L. Othberg, 2006, Surficial Geologic Map of Long Valley, Valley County, Idaho, Idaho Geological Survey Geologic Map 68. SPF Water Engineering, LLC Page 4 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN Figure 2: Surficial Geology of Water Service Area In general, groundwater levels in the McCall areas are stable. Depths to groundwater vary from near ground surface near the lake or river, to more than 100 feet in some upland areas. Future Planning Service Area The 5-year and 20-year planning boundaries are presented in Figure 3. These boundaries were recently updated as part of the 2017 McCall Area Comprehensive Plan Update. The planning areas primarily focus on development south of the existing municipal boundary. In addition, growth is also anticipated in the northeast, northwest, and southwest areas of the system. Infill within the current service area is ongoing and SPF Water Engineering, LLC Page 5 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN expected to continue where undeveloped land is available and zoning allows for increased density. Projected water system demands are presented in Section 3 and system requirements to meet projected future demands are evaluated in Section 5. Figure 3. Future Planning Areas. Land Use The McCall area includes a mix of agricultural, residential, recreational, industrial, and commercial land use areas. The McCall in Motion, McCall Area Comprehensive Plan designates land use areas and area zoning. A list of current land use includes: 28.71% single-family residential, 0.85% multifamily, 5.05% commercial, 0.3% parks, 4.56% civic/institutional, 17.2% agricultural/grazing lands, and 50.3% open space. SPF Water Engineering, LLC Page 6 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN Housing, Industrial, and Community Development The water system serves residential, commercial, and industrial connections. Approximately 12% of connections are commercial or industrial. Socioeconomic Profile According the census of 2015, there were approximately 3,481 households and 3,106 people residing in the City of McCall. The 2015 median income for a household in the city was estimated to be $49,141. As a resort community, approximately 73% of the homes are second residences. According to the census of 2010, the racial makeup of the city was 93.6 percent White, 0.7 percent American Indian, 0.1 percent Black or African American, 0.5 percent Asian, 3.6 percent from other races, and 1.4 percent from two or more races. The gender makeup at the time was 51.7 percent male and 48.3 percent female. Additional socioeconomic information is provided in the 2017 McCall Area Comprehensive Plan Update. Utlity Use The utilities utilized by the water system include wastewater and electricity. Electricity is provided by Idaho Power and wastewater is provided by Payette Lakes Water and Sewer District. Power is used for facility pumps and the water treatment plant and wastewater is used for water treatment plant waste. Energy Production and Consumption The water system includes 21 pumps. The water facilities operate using electricity from Idaho Power. The water treatment plant, Legacy Park Pump Station, Westside Booster Pump Station, and Knowles Road Booster Pump Station have standby generators. The proposed addition of VFDs at the Legacy Park Pump Station should help decrease energy demands from the water system. Cultural Resources Based on a review of records at the Idaho State Historic Preservation Office (SHPO), there are no previously recorded archaeological resources within the service area. There are, however, many historical buildings including: Elo School, Hill, Matt N., Homestead Barn, Koski, Charles Homestead, McCall District Administration Site, Rice Meeting House, Southern Idaho Timber Protective Association (SITPA) Building, and the Wargelin, Nickolai, Homestead. Historical buildings will not be impacted by the proposed improvements discussed in Section 9. Climate The climate in McCall is influenced by the mountains, lakes, altitude, and latitude. Temperatures in the summer average 80 degrees (high) and 43 degrees (low). The SPF Water Engineering, LLC Page 7 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN winter brings average temperatures of 30 degrees (high) and 13 degrees (low). The average annual snowfall in McCall is 138 inches. Proximity to Sole Source Aquifer The EPA Region 10 Sole Source Aquifer Program indicates there are no sole source aquifers in the water system service area. Floodplains and Wetlands There are floodplains located along the Payette River and Lake based on an evaluation of the Federal Emergency Management Agency (FEMA) Flood Insurance Rate Maps panel numbers 1602200304A and 1601750002A. The floodplains are in Zone A and Zone AE. These areas will be inundated by a 100-year flood. According to the map there are no known customers located within these area, but there are three pipelines that cross the river. These pipelines are not included in the CIP pipeline improvements. Based on a review of the USFWS National Wetland Inventory Maps there are wetland areas within the water service area. The wetland areas include freshwater emergent wetlands, freshwater forested/shrub wetlands, freshwater ponds, riverines, and lakes. The majority of wetlands are located at the golf course, adjacent to the river or lake, or in parks. There are some wetlands located in residential and commercial areas. Proposed pipelines improvements are not currently planned in wetland areas. If pipeline improvements are added that will impact wetland areas, the City will follow all requirements and obtain a U.S. Army Corps of Engineers permit as needed. Floodplain and wetland maps are provided in Appendix G. Wild and Scenic Rivers Based on the list of National Wild and Scenic Rivers, the North Fork of the Payette River is listed as a scenic river. Planned improvements do not impact Wild and Scenic Rivers. Fauna, Flora, and Natural Communities The service area is primarily mature mixed coniferous forest dominated by firs (Abies sp.) and ponderosa pine (Pinus ponderosa). The grass and shrub communities are dominated by Idaho fescue, bluebunch, wheatgrass, stiff sagebrush, mountain big sagebrush, and bitterbrush. The Payette National Forest is habitat for fifteen sensitive species of milkvetch, onion, camas, phlox, saxifrage, and monkeyflower. The service area supports general wildlife species including deer, small animals, and birds. Threatened species in Valley County include bull trout, Canada lynx, northern Idaho ground squirrel, and the North American wolverine (proposed threatened). SPF Water Engineering, LLC Page 8 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN Prime Agriculture Farmlands Protection Approximately 17.2% of the existing land within the City’s impact area is used for agricultural purposes. Additional agriculture land is located south of the service area. According to the United States Departments of Agriculture (USDA) Web Soil Survey land within the service area is not rated prime farmland. Air Quality and Noise The City of McCall is located in a geographic region that generally enjoys good air quality. Air quality is monitored year-round by the McCall monitoring station located within the City. There are annual impacts to the City’s air quality from forest fires. Noise in the City area is generally limited to normal traffic and commercial activities. Public Health and Water Quality Considerations The City of McCall releases an annual drinking water quality report and routinely monitors for constituents according to State and Federal Laws. The drinking water routinely exceeds all requirements. The most recent sanitary survey conducted by IDEQ in May 2017 is included in Appendix G. No significant deficiencies were noted. Three general deficiencies were indicated as follows: 1. The Betsy Pond booster controls and vault are not protected form vandalism, trespassing, or sabotage. Please protect with fencing, or otherwise, to limit access to system components. Improvements to Betsy’s Pond booster station are planned to address this issue and are included as Item #18 in the Capital Improvement Plan. 2. There are fire hydrants provided that are connected to water mains smaller than six (6) inches in diameter, and therefore are not in accordance with IDAPA 58.01.08.542.06. The system’s ability to provide adequate fire flow should be evaluated. (No action required at this time.) Section 4.5.4.1 and Figure 15 of this Master Plan identify 14 fire hydrants connected to water mains less than 6 inches in diameter. It is recommended that hydrant tests be performed on these hydrants to verify available flow, and that all dead end 4-inch pipe supplying hydrants should be replaced with 8-inch pipe. 3. All dead end water mains are not equipped with a means to flush, as required by IDAPA 58.01.08.542.09. (No action required at this time.) If dead ends result in degraded water quality or customer complaints, City of McCall will need to address the issue. SPF Water Engineering, LLC Page 9 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN As stated in the sanitary survey, if dead ends result in degraded water quality or customer complaints, City of McCall will need to address the issue. No complaints have been received related to dead end water mains as of this time. There are no known impaired water bodies within the service area. In general, the proposed improvements will have very little direct or indirect impacts to surface or groundwater quality. Water Rate Structure Base rates for the City of McCall are determined by the user water classification and meter diameter. Rates are shown in Table 2. Water Classifications include Class A (Private Residences), Class B (Industrial and Commercial Users), Class C (Unmetered Accounts), and Non-residents. For each Class A and B user, there is a consumption rate in addition to the base rate, in the amount of $0.71 per thousand gallons of water delivered to the premises. Non-Resident users are charged 150% of the residential rates contained in Resolution No. 06-17. Table 2. McCall 2016 Water Usage Rates. Water Classification Meter Diameter (inches) 5/8 or 3/4 1 1 1/2 2 3 4 6 8 Class A $33.70 $67.40 $134.80 $269.60 $539.20 $977.30 $2,156.80 $3,841.80 Class B $37.70 $75.40 $150.80 $301.60 $603.20 $1,093.30 $2,412.80 $4,297.80 Class C $68.32 $136.64 $273.28 $546.56 $1,093.12 $1,981.28 $4,372.48 $7,788.48 Non-Residents $50.55 $101.10 $202.20 $404.40 $808.80 $1,465.95 $3,235.20 $5,762.70 Note: Rates shown are monthly charges. As examples of total monthly water bills, a Class A 5/8-inch diameter meter user using up to 1,000 gallons per month would pay water fees of $33.70; if using 10,000 gallons per month would pay $40.80; if using 50,000 gallons per month would pay $69.20; and if using 100,000 gallons per month would pay $104.70. Water Department Management Structure The McCall water treat system is designated Class II and the distribution system is designated Class II by IDEQ. The Responsible Charge Operator for the treatment system is Matthew Dellwo, and the substitute RCO is Stacy LaFay. The RCO for the distribution system is Kurt Mohler, and the substitute RCO for distribution is Stacy LaFay. A complete list of current operator licenses is included in Appendix A. Water Department reports to the City’s Public Works Director. SPF Water Engineering, LLC Page 10 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN SPF Water Engineering, LLC Page 11 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN 2. EXISTING WATER SYSTEM FACILITIES Sources of Supply Payette Lake is the sole source of raw water supply for the City. There are two raw water intake and pumping facilities, the Legacy Park Pump Station and the Davis Beach Pump Station. Table 3 presents more information regarding capacities of the raw water pumping facilities. The raw water intake pump stations supply the Water Treatment Plant through a 16-inch diameter carbon steel pipe. The intake piping is shown in Figure 4. The Legacy Park Pump Station has standby power, two 75-hp pumps (1,265 gpm each) and one 50-hp pump (861 gpm). The two 75-hp pumps were recently rebuilt and the firm capacity of the pump station increased from 1,743 gpm to 2,176 gpm. The capacity is based on pump testing. The pump station does not have a flow meter. The Legacy Park intake piping is located 80 feet below the water surface and provides the best water quality year-round. The Davis Beach Pump Station is used during the summer to meet increased demands. The pump station does not have back-up power. The pumping facility consists of one 45-hp pump, one 60-hp pump, and one 75-hp pump. The pump station does not have a flow meter. The depth of the intake is 30 feet below the water surface. Water quality can be affected by algae and turbidity, especially during the summer. Although water quality is generally very good, Legacy Park is the primary supply during summer due to the superior water quality. Table 3. Raw Water Pumping Facilities. Parameter Value LEGACY PARK PUMP STATION Number of Pumps 3 Pump Capacities 861, 1,265, 1,265 gpm Firm Capacity(1) 2,126 gpm Standby Power(2) Yes, all 3 Pumps Intake Depth 80 ft. DAVIS BEACH PUMP STATION Number of Pumps 3 Pump Capacities 695, 695, 868 gpm Firm Capacity 0 gpm (no stanby power) Standby Power No Intake Depth 30 ft. Note: (1) Firm capacity calculated with largest unit out of service. (2) Standby power provided by 200kW Diesel generator. SPF Water Engineering, LLC Page 12 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN Water Treatment Plant The McCall Water Treatment Plant (WTP) is an in-line filtration plant treating water from Payette Lake. Phase I of the WTP was constructed in 1997 and included chlorination, storage, and pumping. Phase II of WTP involved construction of the filtration facilities and achieved substantial completion in December 2002. The treatment train consists of prechlorination, soda ash feed for pH and alkalinity control, coagulation, deep-bed monomedia filtration, and disinfection with sodium hypochlorite which is generated on site. The WTP currently employs both a coagulant and a filter aid for chemical pretreatment. Design criteria for the WTP are listed in Table 4. The WTP has a nameplate capacity of 5.9 mgd, and a firm capacity of 5.3 mgd when accounting for backwash. 2.2.1. WTP and Filter Optimization The overall condition of the WTP is very good. The concrete filter basins, CT basin, and clearwell are in good condition, and the major mechanical systems including process piping, valves, pumps, and blowers are also in good condition. Ancillary equipment including chemical feed systems, instrumentation, and Supervisory Control and Data Acquisition (SCADA) system are near the end of their respective service lives as would be expected of a 15-20 year old treatment facility. The City has recently replaced most on-line instrumentation including turbidimeters, particle counters, pH meters, and chlorine analyzers. The City plans to replace the on-site sodium hypochlorite generation system and the soda ash feeder in 2018 (CIP Projects #1 and #8). And the City plans to upgrade the system wide SCADA system in 2019 (CIP Project #10). As part of this Water Master Plan, the operation of the WTP was reviewed and steps were taken to optimize the treatment process and filter performance. Staff had complained of slimy buildup in the filter basins and on-line instrument tubing. After a review of existing chemical feed rates, the City tested reducing feed rates for the primary coagulant and filter aid polymer. First, the feed rate for polyaluminum chloride (PACl), the primary coagulant, was gradually reduced in incremental steps. Total reduction of 40% was achieved without negatively impacting filter performance. Then, reduction of the filter aid polymer feed rate was tested by reducing the feed rate in small incremental steps. The filter aid polymer feed rate was reduced by a total of 50% while filtered water turbidity actually improved slightly. In addition, the slimy buildup in the filter basins and instrument tubing has been eliminated, and filter run times are longer due to reduced rate of headloss buildup. Filtered water quality has historically been excellent for the WTP, owing both to the excellent raw water quality with consistently low turbidity and the deep-bed, coarse, monomedia filter design. Filtered water turbidity was consistently below 0.02 nephelometric turbidity units (NTU). After optimizing the primary coagulant and filter aid SPF Water Engineering, LLC Page 13 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN polymer doses, filtered water turbidity was actually reduced and is now consistently below 0.015 NTU during the middle of filter runs. As a result of the lower coagulant and filter aid feed rates, the filter headloss buildup rate was also reduced as noted above. This has allowed the City to extend filter run times during the summer and to backwash each filter every two days instead of every day. This has provided more flexibility in plant operations and no longer does staff need to backwash a filter during peak hour demand each the morning. The City plans to conduct a filter audit in 2020 to evaluate the condition of the filter media and underdrain system. However, filter performance at this time is excellent with respect to filtered water turbidity, headloss buildup, and filter run times. SPF Water Engineering, LLC Page 14 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN Table 4. WTP Summary. Parameter Value(1) Type of Treatment In-Line Filtration Flash Mix Type Pump Diffusion Firm Capcity 5.3 MGD Filters No. 2 Surface Area, ea 256 ft2 Filter Area Total 512 ft2 Filtration Rate 4 gpm/ft2 Maximum Filtration Rate 8 gpm/ft2 Filter Medium Anthracite Media Depth 90 in Media Effective Size 1.2 mm Uniformity Coefficient <1.4 mm Under Drain Type Nozzle Backwash Rate 24 gpm/ft2 Air Scour Rate 4 scfm/ft2 Surface Wash Rate 4 gpm/ft2 Chlorine Contact Tank CT Volume 308,000 gal Available Chlorine Contact Time (T10) 37 min Clearwell Clearwell Volume 384,000 gal Finished Water Pumping Station Total Number of Pumps 6 VFD Driven Pumps (Distribution System) 2 Capacity (ea.) 1100 gpm Constant Speed Pumps (Distribution System) 2 Capacity (ea.) 800 gpm Distribution Firm Pumping Capacity(2) 2,700 gpm Pumps to Eastside Tank 2 Capacity (ea.) 640 gpm Notes: (1) Data from Water Treatment Plant Record Drawings. (2) Firm pumping capacity calculated with largest unit out of service. Storage Facilities There are two water storage reservoirs in the distribution system, the Eastside Tank and the Westside Tank. They are both buried, cast-in-place concrete tanks. Current water SPF Water Engineering, LLC Page 15 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN storage tank requirements and total available storage is shown in Table 5. Additional information is located in Appendix A. Table 5. Current Water Storage Tank Requirements. Category Eastside Tank Westside Tank Comments Operational Storage 142,170 gal 54,330 gal Eastside Tank: 13.5-15.5 ft Westside Tank: 12.5-14.5 ft Equalization Storage 0 gal(1) 0 gal Firm pumping capacity > PHD Fire Storage 540,000 gal (3,000 gpm for 3 hrs) 210,000 gal (1,750 gpm for 2 hrs) Standby Storage 0 gal 0 gal Eastside: Standby Power Westside: Standby Power Dead Storage 187,660 gal 22,640 gal Eastside: 18.5” btm / 12” top Westside: 4” btm / 6” top Total Required Storage 869,830 gal 277,910 gal Total Available Storage(2) 1,173,000 gal 407,000 gal Notes: 1. Operational storage is based on actual tank level setpoints that start and stop the pump stations that fill the tanks. 2. Equalization storage is not required because firm pumping capacity exceeds peak hour demand. 3. Standby storage is not required because standby power is provided for the pump stations. In addition to the two raw water intake pump stations and the WTP, the City operates three booster pump stations. The booster pump stations (BPS) are located on the west side of the system. The pumping facility locations are shown in Figure 4. 2.3.1. Knowles Road Booster Pump Station The Knowles Road Booster Pump Station (Knowles BPS) consists of three pumps (225 gpm, 550 gpm, 1,490 gpm) that provide domestic supply and fire flow for the West of River Pressure Zone. Knowles BPS pumps water from a dedicated 12-inch line on Lakeside Avenue that connects to the Main Pressure Zone on the East Side of the system. This booster pump station has a backup generator and meets IDEQ requirements. With the addition of a backup generator installed in 2013, the fire flow pump (1,490 gpm) is no longer required to provide fire flow and could be replaced with a smaller pump (550 gpm). Knowles BPS has a firm capacity of 775 gpm. Demand on the West Side of the distribution system is met by Knowles BPS and the Westside Tank. Demands are projected to exceed supply capacity in 2037 (see Section 5 for more detail). At that time additional supply could be provided by upgrades to Knowles BPS, construction of a new booster pump station, or additional storage capacity. !?!? !?!? !?!?!? !?!? !?!? !?!? !?!? !?!? !?!? !?!? !? !? !?!?!?!?!?!?!?!? !?!? !?!? !?!? !? !? !? # ## Westside Tank and Booster Station Knowles Road BPS Betsey's Pond BPS Eastside Tank WTP and Booster Pump Station ¹ Legend !?Check Valves !?PRVS Water Mainlines (in) 4 6 8 10 12 16 Raw Pressure Zones Aspen Ridge High Main River's crossing and River Ranch Upper WT Phase 2 Zone 1 WT Phase 2 Zone 2 WT Phase 2 Zone 3A WT Phase 2 Zone 3B West of River Figure 4: City of McCall Existing Water System Facilities 0 0.50.25 Miles SPF Water Engineering, LLC Page 17 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN 2.3.2. Betsy’s Pond Booster Pump Station The Betsy’s Pond Booster Pump Station (Betsy’s BPS) consists of two constant speed pumps (15 hp, 100 gpm) that supply water to the Westside Tank through a dedicated 12-inch supply line. This booster pump station meets IDEQ requirements. 2.3.3. Westside Booster Pump Station The Westside Booster Pump Station (Westside BPS) consists of four pumps (1.5 hp (15 gpm), two 5 hp (50 gpm), 100 hp (1,500 gpm)) that provide domestic supply and fire flow to the WT Phase 2, Zone 1. Currently this BPS only serves a few residences. To meet IDEQ requirements for fire flow redundancy this booster pump station needs to add a backup fire flow pump. The firm capacity of this booster pump station is discussed in Section 5. Additional information is provided in Appendix A. Distribution System The distribution system consists of approximately 90 miles of pipeline ranging in size from 4 inches to 16 inches in diameter. The distribution piping and the pump and storage facility locations are shown in Figure 4. Pipe materials consist of PVC, ductile iron, and carbon steel. There are some original lines in the system made of transite. The majority of piping in the system is 6-inch and 8-inch diameter. The dividing line between the West Side of the system to the East Side of the system is the Payette River. The water system piping crosses the Payette River in three locations: Deinhard Lane, Mather Road/Rio Vista, and Lake Street. Check valves at these crossings prevent the flow of water back to the Main Pressure Zone. Sections 4 and 5 discuss the results of hydraulic modeling and the needed improvements within the distribution system. Table 6 summarizes the pipeline information for the system. Table 6. Summary of Distribution Pipes. Diameter (inches) Length (feet) Length (miles) 4 46,275 8.76 6 93,657 17.74 8 234,864 44.48 10 13,850 2.62 12 65,717 12.45 16 18,398 3.48 Total 472,761 89.54 Source: City of McCall Hydraulic Model. SPF Water Engineering, LLC Page 18 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN 2.4.1. Pressure Zones The existing water distribution system in McCall consists of ten pressure zones: five pressure zones on the east side and five pressure zones on the west side. The pressure zone and pressure reducing valve (PRV) locations are shown in Figure 4. The WTP directly serves the Upper Pressure Zone and is operated to maintain a pressure of 88 psi. A summary of the pressure zones including nominal hydraulic grade line (HGL) and the distribution supply is listed in Table 7. The distribution supply includes PRVs, Booster Pump Stations, and the Water Treatment Plant. There is a total of 36 PRVs at 20 locations within the system. PRV settings are discussed in Section 4. Table 7. Pressure Zones. Pressure Zone Nominal HGL (feet) Supply East Side High 5,340 Eastside Tank Aspen ridge 5,370 Heavens Gate PRV Upper 5,295 South Loop, Quakey, and Majestic View PRVs; WTP Distribution Pumps Main 5,180 Penstemon, Fireweed, Bitteroot, Majestic, Aspen Ridge, School, and Floyde PRVs River's Crossing and River Ranch 5,112 River Ranch and RV Park PRVs West Side West of River 5,225 Knowles BPS, Whitetail PRV #4, and Whitetail PRV #5 WT Phase 2, Zone 1 5,663 Westside Booster Station WT Phase 2, Zone 2 5,460 Whitetail PRV #3 WT Phase 2, Zone 3A 5,319 Whitetail PRV #2 WT Phase 2, Zone 3B 5,383 Whitetail PRV #1 The schematic drawing in Figure 5 shows the pressure zones in the distribution system. The figure shows the elevation of all distribution facilities and the hydraulic grade lines that the pressure zones serve. The pumps represent the pumping facilities and the elevation (HGL) to which water is pumped. SPF Water Engineering, LLC Page 19 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN Figure 5. City of McCall Pressure Zone Schematic. SCADA System The City’s Supervisory Control and Data Acquisition (SCADA) system allows for the water system to be controlled automatically and monitored remotely. Data are tracked, control setpoints are changed, and alarm conditions are reported using the SCADA system. The SCADA system was installed in the early 2000s at the time the WTP was constructed, and is in need of evaluation and upgrades. There are limited SCADA infrastructure/monitoring stations on the west side of the system and accurate data are needed to confirm the capacity analysis described in Section 5. Improving data collection on the West Side will give greater insight to the capacity limitations and future facilities needed on the west side. The Capital Improvement Plan presented in Section 8 includes a SCADA Upgrade project in the near future that will address SCADA deficiencies. SPF Water Engineering, LLC Page 20 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN 3. WATER SUPPLY REQUIREMENTS Definition of Terms Consumption. Consumption refers to the actual volume of water used by customers measured at their connections to the water distribution system. Consumption is typically measured in cubic feet (cf) or gallons (gal). Consumption includes residential, commercial, industrial, and other municipal uses and the largest component of consumption is typically irrigation demand during the summer. Demand. Demand is defined as the quantity of water obtained from the water supply source during a given time period. For this report, demand refers to the total system demand which is the total amount of water required to meet domestic, commercial, industrial, irrigation, and other public uses, and to provide for firefighting and other miscellaneous applications. Demands are typically quantified in terms of flow rates, such as million gallons per day (mgd) or gallons per minute (gpm). Demand categories pertinent to the analysis and design of water systems are as follows: Average Day Demand (ADD): The total quantity of water use from all sources of supply as measured over a calendar year divided by three hundred sixty-five days. Maximum Day Demand (MDD): The highest quantity of water that is used over a twenty-four-hour period, excluding unusual events or emergencies. Peak Hourly Demand (PHD): The highest quantity of water that is used during any single hour from all sources of supply including water treatment plant production and flow from storage reservoirs. Demands are typically quantified in units of million gallons per day (mgd). The following conversion factors are used to determine flow rates in other units: 1 mgd = 694 gallons per minute (gpm) = 1.55 cubic feet per second (cfs) 1 gpm = 1,440 gallons per day (gpd) 1 cfs = 449 gpm = 0.648 mgd Number of Connections. A connection is defined as an average customer water service connection. The connection does not distinguish between single family, multifamily, commercial or industrial use. For the purposes of the Water Master Plan, the number of connections is equal to the number of individual water meters (or customer accounts) tracked by the Water Department utility billing database. Equivalent Residential Units (ERUs). A unit of water system capacity defined as the average demand of single family dwellings. A multi-unit housing complex or commercial facility could represent several ERUs as determined by water usage compared to water demand of the average single-family dwelling. For the purposes of the Water Master Plan, the number of ERUs is equal to the number of base rates billed to the Water SPF Water Engineering, LLC Page 21 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN Department customers. One ERU represents the typical demand of a 3/4-inch water meter connection. Peaking Factors. Peaking factors are defined as the ratio between ADD and other demand parameters, such as MDD and PHD. As an example, MDD might have a peaking factor (MDD/ADD) of 2.4 (i.e., MDD is 2.4 times ADD). These factors can be used as a comparison between systems, or a way to estimate MDD or PHD if only ADD is available. Production. Production is the amount of water produced from the water treatment plant not including water used for backwashing filters. Summary of Existing Data. Existing water production data and water billing data were provided by City staff. Some historical water use data were obtained from previous water Facility Plans including the City of McCall 2001 Water System Master Plan, McCall Water Facility Plan 2008 Addendum, and 2012 Capital Improvement Program Update. Historical Water Production and Demand Historical water production data for 1999 through October 2017 were evaluated and are summarized in Table 8. The data show that the average daily demand (ADD) has increased during this time period at a rate of 2.2% per year. Maximum day demand (MDD) has increased during this same time period at a rate of 3.1% per year. Discussions with City planning staff indicate that water use patterns are changing. More irrigation systems are being installed and utilized. There has been a move towards a higher yearly occupancy of residential units with the growth and opportunities provided by online rental applications. The City implemented water conservations measures in 2015 with alternating irrigation days. SPF Water Engineering, LLC Page 22 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN Table 8. Historical Water Production (1999-2017) Measured at Water Treatment Plant. Year Connections ERUs Total Annual Demand (MG) ADD (mgd) MDD (mgd) PHD (mgd) Average Demand per Connection (gpd) Average Demand per ERU (gpd) 1999 2058 2753 287.0 0.79 1.61 ND 382 286 20006 ND ND 279.0 0.76 2.10 3.65 ND ND 2001 ND ND 273.4 0.75 1.48 ND ND ND 2002 ND ND 267.7 0.73 1.32 ND ND ND 2003 ND ND 310.0 0.85 1.85 ND ND ND 2004 ND ND 307.4 0.84 1.70 ND ND ND 20057 2190 2930 351.5 0.96 2.19 3.1 440 329 20067 2638 3529 418.5 1.15 2.59 3.5 435 325 20077 2774 3711 429.3 1.18 2.72 4.4 424 317 2008 ND2 ND 373.5 1.02 2.32 ND ND ND 2009 ND ND 393.1 1.08 2.12 ND ND ND 2010 ND ND 377.1 1.03 2.74 ND ND ND 2011 3013 4244 351.9 0.96 2.24 4.4 320 227 2012 3033 4264 383.9 1.05 2.58 ND 346 246 2013 3091 4331 384.2 1.05 2.74 ND 341 243 2014 3119 4361 420.6 1.15 2.93 4.92 369 264 2015 3159 4407 391.0 1.07 3.00 5.33 339 243 2016 3212 4507 418.9 1.14 2.69 5.31 356 254 20179 3248 4551 402.1 1.109 2.81 5.34 3429 2359 5 yr Ave (2013-2017) 3166 4431 403 1.10 2.83 5.23 349 248 Annual % Change (1999-2017) 2.6% 2.8% 1.9% 1.9% 3.1% 2.3% -0.6% -1.1% 1. ERU = Equivalent Residential Unit, values estimated based on current ratio of ERU per connection. 2. MG = million gallons. 3. mgd = million gallons per day. 4. gpd = gallons per day. 5. ND = no data available. 6. Data for year 2000 from City of McCall Water System Master Plan, 2001 Revision. 7. Data for years 2005-2007 from McCall Water Facility Plan, 2008 Addendum. 8. Data for 2011-2017 collected from SCADA and City as part of this Water System Master Plan, 2017. 9. 2017 Annual Demand and ADD estimated using actual SCADA data through October 31, 2017 and historical trends for November and December usage from 2012-2016. SPF Water Engineering, LLC Page 23 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN Figure 6 shows average day demand (ADD), maximum day demand (MDD), and peak hour demand (PHD) for the time period from 1999 through October 31, 2017. For the five-year time period from 2013 through 2017, the average ADD was 1.10 mgd, the average MDD was 2.83 mgd, and the average PHD was 5.23 mgd. Figure 6. Historical Water Demand. Note: Average Day Demand for 2017 is projected based on data through October 31, 2017. Daily water production from the water treatment plant for 2012 through 2017 is shown in Figure 7. Peak water use for McCall has historically been during the months of July and August with Maximum Day Demand often occurring during the July 4th holiday, with similar peaks of water use on weekends in July and August. Peak water use during the day occurs consistently between the hours of 5:00 a.m. and 8:00 a.m., when irrigation demands are highest. SPF Water Engineering, LLC Page 24 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN Figure 7. Daily Water Treatment Plant Production (2012-2017). Unit Water Demands per Connection and ERU Table 9 shows actual ADD, MDD, and PHD per connection and per ERU over the three- year period from 2014 through 2016. Average demand per ERU has dropped slightly over the past 17 years from 286 gal/ERU to 257 gpd/ERU, which equates to an average annual change of -0.5%. Data are based on actual production from the WTP. SPF Water Engineering, LLC Page 25 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN Table 9. Unit Demands (2013-2017). Year Connections /ERUs ADD MDD PHD gpm gpd gpm gpd gpm gpd DEMAND PER CONNECTION 2013 3091 0.24 341 0.62 886 ND ND 2014 3119 0.26 369 0.65 939 1.10 1577 2015 3159 0.24 339 0.66 950 1.17 1687 2016 3212 0.25 356 0.58 837 1.15 1653 2017 3248 0.24 339 0.60 865 1.14 1644 5-Year Average 3248 0.24 349 0.62 896 1.14 1640 DEMAND PER ERU 2013 4331 0.17 243 0.44 633 ND ND 2014 4361 0.18 264 0.47 672 0.78 1128 2015 4407 0.17 243 0.47 681 0.84 1209 2016 4507 0.18 254 0.41 597 0.82 1178 2017 4551 0.17 242 0.43 617 0.81 1173 5-Year Average 4431 0.17 249 0.44 640 0.81 1172 1. ERU = Equivalent Residential Unit, values estimated based on current ratio of ERUs per connection. 2. ADD = Average Day Demand 3. MDD = Maximum Day Demand 4. PHD = Peak Hour Demand 5. gpm = gallons per minute 6. gpd = gallons per day 7. Average Day Demand values for 2017 estimated based on data through October 31, 2017. 3.3.1. Maximum Day Demand per ERU Maximum day demand per ERU is an important value for water system planning. The average MDD per ERU over the five-year period from 2013 through 2017 was 640 gpd as shown in Table 9. This value is used for determining remaining ERU capacity within the water system and for determining declining ERU balances for facilities. See Section 5 for capacity analysis and current ERU declining balances for system facilities This value can also be used as a metric for assessing capitalization fees for proposed developments. SPF Water Engineering, LLC Page 26 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN Water Demand Peaking Factors Demand data are used to calculate peaking factors for maximum day demand (MDD/ADD) and peak hour demand (PHD/ADD). Peaking factors are used to project future usage for the water system. Peaking factors calculated based on water usage data from 2011 through 2016 are shown in Table 10. Table 10. Water Demand Peaking Factors. Year ADD (mgd) MDD (mgd) PHD (mgd) MDD/ADD PHD/ADD 1999 0.79 1.61 2.05 2000 0.76 2.10 3.65 2.75 4.79 2001 0.75 1.48 1.98 2002 0.73 1.32 1.80 2003 0.85 1.85 2.18 2004 0.84 1.70 2.02 2005 0.96 2.19 3.10 2.27 3.22 2006 1.15 2.59 3.50 2.26 3.05 2007 1.18 2.72 4.40 2.31 3.74 2008 1.02 2.32 2.27 2009 1.08 2.12 1.97 2010 1.03 2.74 2.65 2011 0.96 2.24 4.40 2.32 4.56 2012 1.05 2.58 2.46 2013 1.05 2.74 2.60 2014 1.15 2.93 4.92 2.54 4.27 2015 1.07 3.00 5.33 2.80 4.98 2016 1.14 2.69 5.31 2.35 4.64 2017 1.10 2.81 5.34 2.55 4.85 Average 1.08 2.71 5.06 2.52 4.66 1. ADD = Average Day Demand 2. MDD = Maximum Day Demand 3. PHD = Peak Hour Demand 4. ND = No Data Available 5. Average Day Demand for 2017 estimated based on data through October 31, 2017. The average MDD peaking factor for the time period from 1999 through 2017 was 2.5, and has ranged between 1.8 and 2.8. The average PHD peaking factor was 4.7, and has ranged from 3.05 to 4.98. These peaking factors are typical for water systems in similar climates that provide the majority of residential and municipal irrigation supply. Note that PHD data from 2005 through 2007 are considerably lower than the rest of the data, and may have been calculated differently. MDD/ADD peaking factors typically range from 2 to 3, and PHD/ADD peaking factors typically range from 4 to 6. SPF Water Engineering, LLC Page 27 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN It should be noted that peak hour demand is driven primarily by irrigation, and if meeting peak hour demand becomes challenging at some point in the future, irrigation practices could be modified by conservation requirements. However, achieving a PHD peaking factor less than the 4.0, the low end of the typical range, would be challenging. Unaccounted for Distribution System Water Unaccounted for water is the difference between the volume of water delivered to the distribution system and the volume of water that is sold to customers. It can be expressed as the volume of unsold water or expressed as a percentage of total water produced. Unaccounted for water can be lost to leaks, unauthorized use, unmetered or inaccurate meter connections, data handling errors, or water used for flushing mains, fighting fires, water provided for construction and other unmetered uses such as storage tank overflows, water treatment plant bypasses, sewer cleaning, and street cleaning. Managing water loss is important as it is costly and wastes natural resources. The City recently changed their billing system and therefore water meter usage data are only available for the last four years. The accuracy of the data before that time is in question. Table 11 shows the volume of water produced, volume of water metered to customers, volume and estimated cost of unsold water, and the total percent unaccounted for water for the time period of April 2013 through December 2016. Table 11. Unaccounted for Water (April 2013 to December 2016). Year Water Produced (MG) Water Metered (MG) Volume of Unsold Water (MG) Value of Unaccounted for Water2 Unaccounted for Water (%) 2013 3361 2741 621 $44,0001 18% 2014 421 326 95 $67,500 23% 2015 410 331 79 $56,100 19% 2016 420 349 71 $50,400 17% TOTAL 1,587 1,280 307 $153,500 19% av. 1. Data for partial year, April-December 2013. 2. Assumed production cost of $0.71/1,000 gallons. Typical unaccounted-for water rates across the United States range from 10 to 20%, with higher values seen for older system with older distribution system piping. The SPF Water Engineering, LLC Page 28 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN average across the United States is reported to be 16% (USEPA, 2013). Unaccounted water rates less than 10% are considered very good. The City should attempt to identify and reduce unaccounted for water. All treated water should be metered even if the property owner is not billed. Potential causes of unaccounted for water include: large meters underreporting low flows, water withdrawn from hydrants for fire protection and construction purposes, unmetered accounts, illegal/unmetered connections, and leaking mains and services. A leak survey in older and high-pressure areas may be beneficial for identifying and reducing unaccounted for water usage. Water Demand Projections Water demand projections provide an estimate of future water use and are used in the planning process to identify capital improvement projects and the timing and cost of these projects. Water demand projections rely on important assumptions regarding population growth, per capita consumption, and seasonal peaking factors. While past water usage data can inform future water demand projections, trends invariably change over time and future demands can be difficult to predict. Still, demand projections are essential for planning water system improvements and budgeting for projects in order to meet future demands. The average annual increase in ADD for the time period from 1999 through 2017 was 2.2%, and the average annual increase in MDD was 3.1%. Because water system facilities must be sized with capacity to supply MDD, a 3% annual increase in demand is used for projections in this analysis. The recently completed McCall Comprehensive Plan is also using a growth rate of 3% for future planning purposes. Figure 8 and Table 5 present demand projections for the 20-year planning horizon from 2018 through 2037. SPF Water Engineering, LLC Page 29 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN Figure 8. Water Demand Projections. SPF Water Engineering, LLC Page 30 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN Table 12. 20-Year Water Demand Projections. Year ERU Average Day Demand (ADD) (mgd) Maximum Day Demand (MDD) (mgd) Peak Hourly Demand (PHD) (mgd) 2017 4551 1.10 2.81 5.34 2018 4688 1.13 2.89 5.50 2019 4828 1.17 2.98 5.67 2020 4973 1.20 3.07 5.84 2021 5122 1.24 3.16 6.01 2022 5276 1.28 3.26 6.19 2023 5434 1.31 3.36 6.38 2024 5597 1.35 3.46 6.57 2025 5765 1.39 3.56 6.76 2026 5938 1.44 3.67 6.97 2027 6116 1.48 3.78 7.18 2028 6300 1.52 3.89 7.39 2029 6489 1.57 4.01 7.61 2030 6683 1.62 4.13 7.84 2031 6884 1.66 4.25 8.08 2032 7090 1.71 4.38 8.32 2033 7303 1.77 4.51 8.57 2034 7522 1.82 4.64 8.83 2035 7748 1.87 4.78 9.09 2036 7980 1.93 4.93 9.36 2037 8220 1.99 5.08 9.64 1. Assumes annual growth rate of 3.0% for ERUs, ADD, MDD, and PHD. 2. Average Day Demand for 2017 estimated based on data through October 31, 2017. Average day demand is used in this plan to evaluate annual water right diversion volumes. Maximum daily demand is used to evaluate the sizing of intake facilities, water treatment plant, storage reservoirs, intake pumping facilities, certain finished water pumping facilities, and water rights for withdrawal. Peak hourly demand is used to evaluate the sizing of the distribution system, storage reservoirs, and certain finished water pumping facilities. SPF Water Engineering, LLC Page 31 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN 4. WATER SYSTEM ANALYSIS This section describes the hydraulic analysis and assessment of the City of McCall existing water distribution system. The model was created to check specific scenarios required by the Idaho Department of Environmental Quality (IDEQ) and to analyze needed improvements to the system. Findings from the modeling analysis and recommendations are summarized below. Computer Model Development For this project, a new City of McCall hydraulic model was created using WaterCAD V8i (Select Series 4) format, the most current hydraulic software produced by Bentley Systems Inc. Key goals of the modeling work included: Create an up-to-date, calibrated, steady-state hydraulic water model for the City of McCall water system. Check if the following meet IDEQ requirements. o Static pressures o Peak hour pressures o Existing fire flow availability Recommended improvements are provided to meet requirements. Regulations and Analysis Criteria The Idaho Department of Environmental Quality (DEQ) has regulatory authority over public and private potable water systems in the State of Idaho. The rules pertinent to drinking water systems are described in the Idaho Administrative Procedure Act (IDAPA 58 Title 01 Chapter 08). Although no velocity criteria are regulated by IDEQ, the City would like to maintain velocities in new developments below 10 ft/s under fire flow conditions and 6 ft/s under PHD conditions. Velocities that exceed these criteria indicate areas where piping is undersized. The velocity criteria serve as a guideline during analysis and in prioritizing future growth. The fire flow scenario discussed in this report uses a velocity constraint of 12-ft/s in order to prioritize existing system improvements. Demand Allocation The McCall water system demands were allocated throughout the system based on meter and parcel data from July 2015 billing records. Maximum Day Demand (MDD) and Peak Hour Demand (PHD) were calculated using SCADA water production data from 2014 to 2017. SPF Water Engineering, LLC Page 32 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN 4.3.1. Current (2017) Demand To assign demands as accurately as possible, demands were allocated within the distribution system model based on July 2015 meter billing and parcel data supplied by the City. The percentage of monthly total use was calculated for each meter in the July 2015 billing data. The 2015 - 2017 average MDD of 1,965 gpm and PHD of 3,700 gpm from the SCADA information were then multiplied by the calculated 2015 meter percentage to obtain the MDD and PHD for each meter in the hydraulic model. The meter demands were spatially distributed to the hydraulic model junction nodes. The MDD distribution is shown in Figure 9. The demand distribution shows the that the largest water users are located in the downtown core, McCall RV Park, properties along Warren Wagon Road, and hotels/condos. Figure 9. MDD Distribution. SPF Water Engineering, LLC Page 33 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN Model Calibration The hydraulic model is a steady state model that takes a “snap shot” in time of how the system is operating. Field data were collected by conducting hydrant flow tests, reviewing SCADA data, reviewing operator notes on PRV settings, and learning about the water system operations. Model calibration involves adjusting model parameters in order to match the field data. Hydrant flow tests consist of recording static pressure at a hydrant and then measuring the residual pressure to obtain the pressure drop that occurs when the hydrant is flowing. Hydrant flow testing was performed by city water system operations personnel and SPF staff at nine locations on June 22, 2016 and November 29, 2016. The test locations are shown in Figure 10 and Appendix C. The operations personnel documented each flow test on the hydrant flow result sheet and SCADA screen shots were taken during the test. The tests were done using a 2-inch Pitotless Nozzle manufactured by Hydro Flow Products, Inc. The hydrant flow results sheet also includes the estimated flow at 20 psi and the estimated pressure at a flow of 1,500 gpm for the test hydrants. These calculations do not apply to the tests west of the river (Hydrant Test 1 and 2) because fire flow is boosted at Knowles BPS and these calculations do not take into account the additional pressure added to the system from Knowles BPS. Hydrant Test 4 was not used during calibration because the PRVs at the River’s Crossing and River Ranch pressure zone were not correctly operating and introduced error into the test. This pressure zone is controlled by two PRVs and fire flow is available from the 12-inch line traveling south on Mission St. The hydrant flow result sheets used for model calibration are included in Appendix C. A summary of the hydrant flow test data that were used for model calibration are shown in Table 13 (June 22, 2016) and Table 14 (November 29, 2016). SPF Water Engineering, LLC Page 34 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN Figure 10. Hydrant Test Locations. SPF Water Engineering, LLC Page 35 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN Table 13. June 2016 Hydrant Test Results. Static Test Flow Test - June 22nd, 2016 Pressure Zone Test Hydrant Static Pressure Flow, gpm Witness Hydrant A Residual Pressure Witness Hydrant B Residual Pressure High 1F 56 604 1WA 60 1WB 45 High 2F 72 680 2WA 62 2WB 53 Main 3F 79 698 3WA 64 3WB 71 Main 5F 68 732 5WA 65 5WB 60 Main 6F 43 795 6WA 49 6WB 45 Main 7F 75 643 7WA 66 7WB 65 Main 8F 54 825 8WA 56 8WB 45 Main 9F 69 584 9WA 60 9WB 59 Table 14. November 2016 Hydrant Test Results. Static Test Flow Test - November 29th, 2016 Pressure Zone Test Hydrant Static Pressure Flow, gpm Witness Hydrant A Residual Pressure Witness Hydrant B Residual Pressure Pressure Zone Test Hydrant Static Pressure Flow, gpm Witness Hydrant A Residual Pressure Witness Hydrant B Residual Pressure Main 5F 83 732 5WA 84 5WB 76 Main 6F 53 795 6WA 69 6WB 62 Main 8F 60 825 8WA 64 8WC* 45 The facility PRV settings used for model calibration are shown in Table 15. PRV settings were provided by Levi Brinkley at the City of McCall staff and may change throughout the year. The model PRV elevations were based on the City’s GIS 2-foot contours and construction plans. Upstream pressure differences are shown in Table 15. The greatest PRV pressure differential is at Whitetail #5 (7 psi) and Fireweed (10 psi). Additional field verification may be needed at these PRVs to improve the hydraulic model. The observed and simulated residual pressure values are shown in Table 16. SPF Water Engineering, LLC Page 36 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN Table 15. Provided and Simulated PRV Settings. Valve Main Valve Size (in) Bypass Valve Size (in) Main Valve Pressure Setting (psi) Bypass Valve Pressure Setting (psi) Actual Upstream Pressure (psi) Simulated Upstream Pressure (psi) Upstream Pressure Differential (psi) Name Whitetail #1 8 1.5 91 96 156 157 1 Whitetail #2 8 1.5 72 76 140 140 0 Whitetail #3 8 1.5 129 134 140 140 0 Whitetail #4 8 2 40 44 100 96 -4 Whitetail #5 8 2 60 64 102 109 7 Bypass 6 2 62 67 110 110 0 School 8 3 44 50 92 93 1 Floyde 6 2 44 48 90 91 1 Bitterroot 8 N/A 45 N/A 86 91 5 Fireweed 6 2 42 45 82 92 10 Penstemon 6 2 40 42 100 98 -2 Majestic and Bitterroot 8 3 40 45 92 96 4 River's Ranch 8 3 62 67 - 96 RV Park 6 2 55 60 98 100 2 Heaven’s Gate N/A N/A 31 35 58 56 -2 Aspen Ridge 8 3 50 55 98 99 1 Quakey Lane 8 N/A 42 N/A 80 78 -2 South Loop 8 N/A 43 N/A 80 79 -1 Majestic Cul de Sac 8 N/A 42 N/A 78 77 -1 Table 16. Observed and Simulated Hydrant Test Pressures. Hydrant Date (2016) Average Flow Rate Static Pressure Observed (psi) Static Pressure Simulated (psi) Change in Static Pressure Over Observed Residual Pressure Observed (psi) Residual Pressure Simulated (psi) Change in Residual Pressure Over Observed Observed Pressure Drop Comparison (psi) Simulated Pressure Drop Comparison (psi) 1 22-Jun 604 56 58 1.0 45 55 1.2 11 3 2 22-Jun 680 72 76 1.1 53 56 1.1 19 20 3 22-Jun 698 79 87 1.1 71 83 1.2 8 4 5 22-Jun 732 68 79 1.2 60 73 1.2 8 6 6 22-Jun 795 43 54 1.3 45 57 1.3 -2 -3 7 22-Jun 643 75 83 1.1 65 75 1.2 10 8 8 22-Jun 825 54 62 1.1 45 58 1.3 9 4 9 22-Jun 584 69 79 1.1 59 73 1.2 10 6 5 29-Nov 732 83 84 1.0 76 75 1.0 7 9 6 29-Nov 584 53 58 1.1 62 58 0.9 -9 0 8 29-Nov 662 60 67 1.1 46 59 1.3 14 8 As shown in Table 16, all the model results are within 10 psi of the observed field data. Unknown demand distribution at the time of hydrant tests can account for the majority of the pressure differences. SPF Water Engineering, LLC Page 37 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN Summary The water system has an abundance of pressure and during simulated fire flow pressures within the system do drop significantly (below 30 psi). The close comparison of observed pressure drop to simulated pressure drop indicates that the water model has been appropriately calibrated. The overall confidence level of the model is high. Although there is confidence in the calibration results, model calibration is an ongoing process and any changes in demand, settings or infrastructure must be updated within the model, and additional hydrant test should be conducted each year to validate the model. Current (2017) Conditions Evaluation The calibrated hydraulic model was set up to analyze distribution system performance under three scenarios as required by IDEQ rules; (1) Static Pressure, (2) Peak Hour Demand, and (3) Maximum Day Demand plus Fire Flow. Table 17 shows the IDEQ Rules that must be met for water distribution systems. Table 18 summarizes McCall water demands calculated from SCADA water production data and used in the model analysis. Table 19 provides a summary of McCall’s sources of supply. Table 17. IDEQ Rules for Water Distribution Systems. Water Operating Condition IDAPA 58.01.08 Citation Hydraulic Analysis Criteria Static Pressure 552.01.b.vi. Maximum pressure of 100 psi and ordinarily less than 80 psi. Peak Hour Demand 552.01.b.viii. 552.01.b.v. Pressure greater than 40 psi throughout the system with both operational storage and equalization storage exhausted. Maximum Day Demand + Fire Flow 552.01.b.i. Minimum Fire Flow & Pressure > 20 psi throughout the system. Table 18. 2017 McCall Water Demands. McCall Water Demands (4551 ERUs) Average Day Demand (gpm) Maximum Day Demand (gpm) Peak Hour Demand (gpm) System-Wide 764 1,950 3,700 Per ERU 0.17 0.43 0.81 SPF Water Engineering, LLC Page 38 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN Table 19. McCall Sources of Supply. Parameter Value WTP FINISHED WATER PUMP STATION VFD Driven Pumps 2 Capacity (ea.) 1,100 gpm Constant Speed Pumps 2 Capacity (ea.) 800 gpm Constant Speed Pumps to East Tank 2 Capacity (ea.) 640 gpm Firm Pumping Capacity(1) 3,980 gpm KNOWLES ROAD BOOSTER STATION Total Pumps 3 Pump Capacities 1500, 550, 225 gpm Firm Capacity 775 gpm BETSY’S POND BOOSTER STATION Total Pumps 2 Pump Capacities 100 gpm each Firm Capacity 100 gpm WESTSIDE BOOSTER STATION Total Pumps 4 Pump Capacities 15, 50, 50, 1,500 gpm Firm Capacity 115 gpm The current (2017) model, in addition to all existing pipelines and facilities, includes the following facility assumptions: Water Treatment Plant booster pumps maintain 88 psi. Table 20 and Table 21 show the reservoir water elevations and volumes used in the model analysis. SPF Water Engineering, LLC Page 39 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN Table 20. Current Westside Tank Volumes. Westside Tank Volumes Description Elevation Volume (gal) Notes Bottom Top Base 5,462.00 5,462.00 - Dead Storage (Bottom) 5462 5462.33 9,050 .33 feet at bottom Fire Storage 5,465.47 (1,500 gpm for 2 hours) 5,472.10 180,000 (1,500 gpm for 2 hours) 4,000 gpm for 4 hours (6.63 feet) 5,464.37 (1,750 gpm for 2 hours) 210,000 (1,750 gpm for 2 hours) 1,750 gpm for 3 hours (7.73 feet) Standby Storage 5,472.10 5,474.50 65,380 8 hours of ADD (2.4 feet) Equalization/ Operational Storage 5,474.50 5,476.50 54,330 2 feet Dead Storage (Top) 5,476.50 5,477.00 13,580 0.5 feet Total - - 407,480 Table 21. Current East Tank Volumes. East Tank Volumes Description Elevation Volume (gal) Notes Bottom Top Base 5,426.00 5,426.00 - Dead Storage (Bottom) 5426 5427.54 109,600 1.54 feet at bottom Fire Storage 5,436.97 (1,500 gpm for 2 hours) 5,439.50 180,000 (1,500 gpm for 2 hours) 1,500 gpm for 2 hours (2.53 feet) 5,436.55 (1,750 gpm for 2 hours) 210,000 (1,750 gpm for 2 hours) 1,750 gpm for 2 hours (2.95 feet) 5,436.12 (2,000 gpm for 2 hours) 240,000 (2,000 gpm for 2 hours) 2,000 gpm for 2 hours (3.38 feet) 5,435.28 (2,500 gpm for 2 hours) 300,000 (2,500 gpm for 2 hours) 2,500 gpm for 2 hours (4.22 feet) 5,431.90 (3,000 gpm for 3 hours) 540,000 (3,000 gpm for 3 hours) 3,000 gpm for 3 hours (7.60 feet) 5430.64 (3,500 fpm for 3 hours) 630,000 (3,500 fpm for 3 hours) 3,500 fpm for 3 hours (8.86 feet) Standby Storage - - - Standby Power Equalization/ Operational Storage 5,439.50 5,441.50 142,170 2 feet Dead Storage (Top) 5,441.50 5,442.50 71,100 1 feet Total - - 1,172,900 Note: Levels taken from operational data (dead storage and equalization/operational storage), and calculations that reflect the current system. SPF Water Engineering, LLC Page 40 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN 4.5.1. Current (2017) Static Pressure Evaluation A model scenario was created to test the system pressures with full tanks (i.e., tank level at top of operational storage), no system demand, and no operating pumps. The system pressures in this scenario are based on the maximum hydraulic gradeline (HGL) in the respective pressure zone based on the tank level or the Pressure Reducing Valve (PRV) HGL serving the pressure zone. The WTP was off during this scenario. The Westside Booster Pump Station was turned on to pressurize the WT Phase 2 Zone 1 pressure zone. Static pressures west of the river ranged from 51 psi to 112 psi (WT Phase 2 Zone 2). The Whitetail subdivision requires that individual PRVs be installed at homes where pressures are too high. Pressures are as low as 6 psi near the Westside Tank, but this tank connection line does not directly serve customer water meters, and does not need to meet the listed IDEQ pressure requirements. Pressures are as high as 164 psi upstream of Betsy’s Pond Booster Station and upstream PRVs, but do not directly serve customer water meters, and do not need to meet the listed IDEQ pressure requirements. Locations of pressures greater than 100 psi include: Residential customers in the WT Phase 2 Zone 2 Pressure Zone (Lupine Lane). The residential customers are supplied through the Whitetail PRV #3. PRV settings and upstream pressure match data provided by the City. Residential customers in the WT Phase 2 Zone 3A pressure zone (Song Sparrow Court). Static pressures in the model may be higher due to the difference of 7 psi in the upstream pressure at the Whitetail PRV #5. Elevations from the Whitetail plans did not reflect the provided upstream pressure. The 7- psi difference reflects a 16-foot vertical error. Residential customers in the West of River Pressure Zone near Rio Vista Road, Chula Road, and Cammy Drive. The model simulates pressures of 110 psi. Residential and commercial customers in the West of River Pressure Zone at the eastern end of Owen Drive and Whipkey Street. The model simulates pressures ranging from 104 psi to 107 psi. Commercial customers in the West of River Pressure Zone (W Lake St, west of check valve). When Knowles Booster Pump Station is active, pressures are below 100 psi. Static pressures east of the river ranged from 43 psi (downstream of PRVs) to 119 psi (Boydstun Street, East of check valve). Locations of pressures greater than 100 psi include: 12-inch line West of the RV Park Bypass PRV. This line does not appear to serve current customers. Pressure upstream of the Bypass Valve is 110 psi. Static pressures are shown in Figure 11. !?!? !?!? !?!?!? !?!? !?!? !?!? !?!? !?!? !?!? !?!? !? !? !?!?!?!?!?!?!?!? !?!? !?!? !?!? !? !? !? # ## Whitetail Tank and Booster Station Knowles Road BPS Betsy's Pond BPS Eastside Tank WTP and Booster Pump Station ¹ Figure 11: Static Pressure 0 0.50.25 Miles Legend !?Check Valves !?PRVS Pressure (psi) < 20 > 100 Water Mainlines (in) 4 6 8 10 12 16 Pressure Zones Aspen Ridge High Main River's crossing and River Ranch Upper WT Phase 2 Zone 1 WT Phase 2 Zone 2 WT Phase 2 Zone 3A WT Phase 2 Zone 3B West of River SPF Water Engineering, LLC Page 42 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN 4.5.1.1. Static Pressure Recommendations Areas with high static pressure need to be field verified at individual connections during a time of low demand before accurate recommendations can be provided. Surveyed elevations of PRV Stations and customer connections located along the lake and river will assist in recommendations for PRV settings and future infrastructure. Recommendations for high pressure areas include: Static pressures at residential customers in the Whitetail pressure zones should be field tested to verify model results. The steep terrain and available elevation data can result in a significant vertical error. PRVs can be adjusted as customers are added to each zone. High pressures near Rio Vista Boulevard have been reported and the model simulates a maximum pressure of 110 psi. Static pressures should be monitored and field verified. High pressures on Owen Drive and Whipkey Street should be monitored and field verified. Customers may need pressure reducing devices at individual service connections. 4.5.2. Current (2017) Peak Hour Demand (PHD) The PHD condition represents the maximum volume of water delivered to the system during any single hour during the year. The peak hour demand for McCall from the 2015- 2017 SCADA data was 3,700 gpm. PHD velocities greater than 6-ft/s indicate the water main is undersized. The Idaho Drinking Water Rules require “…elevated storage tanks, pressure calculations during peak hour demand shall be based on the lowest water level after both operational storage and equalization storage have been exhausted.” (IDAPA 58.0.108 Section 552. Paragraph 01.b.viii.) The existing system configuration during this scenario is based on the following pump and tank operation: East Reservoir water surface elevation = 5,439.50 feet (Bottom of equalization/operational storage). Westside Reservoir water surface elevation = 5,474.5 feet (Bottom of equalization/operational storage). The WTP was operating as a tank to maintain a pressure of 88 psi at the 12-inch line directly south of the plant. SPF Water Engineering, LLC Page 43 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN Table 22. 2017 PHD Scenario Source Contributions. Source Status Model HGL (ft) Flow Out (gpm) Eastside Tank On 5,439.50 1,545 Westside Tank On 5,474.50 445 Knowles Booster On 5,188.69 355 Betsy’s Pond Booster On 5,475.10 760 WTP On 5,313.47 2,475 Note: HGL=Hydraulic Grade Discharge. System pressures west of the river for this demand condition range from 36 to 110 psi (Whitetail Pressure Zones) and the maximum pipeline velocity is 2.67 ft/s. The west side of the system has an approximate peak hour demand of 750 gpm. Pressures in the WT Phase 2 Zone 2 and WT Phase 2 Zone 3A exceed 100 psi, but these pressures are controlled by PRVs and settings will be adjusted as the demand increases. Pressures are as low as 5 psi near the Westside Tank, but this tank connection line does not directly serve customer water meters, and does not need to meet the listed IDEQ pressure requirements. Figure 12. PHD Velocities from the Eastside Tank. SPF Water Engineering, LLC Page 44 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN System pressures east of the river for this demand condition range from 33 to 110 psi (West of RV Park Bypass PRV) and the maximum pipeline velocity is 5.17 ft/s. The highest velocities seen in the system are downstream of the Heavens Gate PRVs and are displayed in Figure 13. Figure 13 highlights the pipelines with velocities greater than 4.5 ft/s. 4.5-ft/s is used to indicate pipelines that are nearing the 6-ft/s threshold as these pipelines exceed 6-ft/s in the future 20-year projection discussed in Section 5. The east side of the system has an approximate peak hour demand of 2,950 gpm. Pressures below 40 psi are located downstream the Majestic and Bitterroot PRV and do not directly serve customer meters. The City reported low pressures (40 psi near the Hospital, static is 84 psi) in the downtown area during the peak summer demand. During PHD conditions, the model only simulates a pressure drop of approximately 10-15 psi. Although dates of occurrence could not be confirmed, SCADA data were reviewed for the WTP distribution pumps and a three-day period (August 16th – 18th) is summarized in Figure 13. Scenarios were created by placing random large demands (4,000 gpm) around the city and manipulating the WTP and tank level to match SCADA scenarios and pressure drops of approximately 30 - 40 psi could be simulated downtown (main pressure zone) under extreme conditions. If the majority of the PHD is distributed in the west side of the city and the downtown (within main pressure zone) area it is possible to simulate the low pressures reported. Further investigation is needed for accurate recommendations, but low pressures could be the result of city WTP operations and the age of piping. SPF Water Engineering, LLC Page 45 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN Figure 13. Maximum WTP Distribution per Hour. 4.5.2.1. PHD Pressure Recommendations Areas with high static pressure correlate with areas of high PHD pressure and hold the same recommendations. Further investigation into low downtown pressures is recommended. The City has purchased pressure loggers and is recording pressures during the 2017 peak season. Pressure loggers should be placed at reported areas of low pressure and all valves should be exercised to verify they are open. Pressure loggers can be used to prioritize pipe improvements to address low pressure conditions that are verified. 4.5.3. Current (2017) Maximum Day Demand (MDD) Plus Fire Flow To determine whether the water system can provide the flows required for firefighting, the hydraulic model was run under MDD conditions plus fire flow while maintaining 25 psi at all service connections. Note that the IDEQ requirement is to maintain a minimum 20 psi residual pressure throughout the system during fire flow, however 25 psi has been used in the modeling scenarios to provide a factor of safety. The fire flow scenario was run under a velocity constraint of 12 ft/s. SPF Water Engineering, LLC Page 46 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN For systems with a gravity tank, the Idaho Drinking Water Rules require “…pressure calculations during fire flow demands shall be based on the lowest water level after operational storage, equalization storage, and fire suppression storage have been exhausted.” (IDAPA 58.0.108 Section 552. Paragraph 01.b.viii.) The existing system configuration during this scenario is based on the following pump and tank operation: East Reservoir water surface elevation = bottom of storage segment o 5,436.97 feet – 1,500 gpm requirement o 5,436.55 feet – 1,750 gpm requirement o 5,436.12 feet – 2,000 gpm requirement o 5,435.28 feet – 2,500 gpm requirement o 5,431.90 feet – 3,000 gpm requirement Westside Reservoir water surface elevation = bottom of storage segment o 5,465.47 feet – 1,500 gpm requirement o 5,464.37 feet – 1,750 gpm requirement The WTP was operating as a tank to maintain a pressure of 88 psi at the 12-inch line directly south of the plant. The fire flow analysis routine simulates a single fire at a time for each designated model junction node. Minimum fire flow requirements were obtained from the 2012 Capital Improvement Program Update and confirmed with Garret de Jong at McCall Fire and EMS. Fire flow requirements and the available fire flow are summarized in Table 23. The International Fire Code requirement is that fire flow for “one- and two-family dwellings having a fire-flow calculation area which does not exceed 3,600 square feet shall be 1,000 gallons per minute.” While the ultimate goal for the McCall water system is to provide a minimum 1,500 gpm fire flow everywhere, in areas with homes less than 3,600 square feet fire-flow calculation area, 1,000 gpm fire flows meet code requirements (International Fire Code, Appendix B). Figure 14 identifies the available fire flows for hydrants throughout the water system. The majority of hydrants that do not meet fire flow requirements are located on 4-inch lines or dead end 6-inch lines. (No upgrades are recommended for 6-inch dead ends located in residential areas as they meet the International Fire Code 1,000 gpm fire flow requirement. Dead-end 4-inch and 6-inch lines providing fire flow to commercial areas should be upgraded to a minimum of 8-inch. It is standard practice for cities to have a minimum requirement of 8-inch main lines for new construction. The City has a long- term program to replace all 4-inches pipelines that provide fire flow to hydrants. It is recommended all small diameter pipes be replaced with a minimum of 8-inch pipes in order to provide adequate fire flow for future demands. Small diameter pipes have been prioritized by their age and fire flow availability. A large map is provided in Appendix C. SPF Water Engineering, LLC Page 47 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN 4.5.4. High Fire Flow Areas Certain commercial areas in town have fire flow requirements greater than 1,500 gpm due to the larger size of the structures or building material. The Payette National Forest Administration is located on the Westside, but is served from 12-inch pipeline from the Main Pressure Zone. These locations are identified in Table 23. The table also identifies locations where these requirements are not being met (highlighted in red). Table 23. Fire Flow Requirements and Available Fire Flow. Stories Owner Address Fire Flow Requirement (gpm) Available Fire Flow (gpm) - 1,500 gpm requirement - 1,500 See Figure 6 1 McCall Self Storage Center 163 Thula St. 3,000 3,200 2 Grant, Daniel 106 Park St. 3,000 3,100 2 The Mill Supper Club 324 N. 3rd St. 2,500 2,840 2 McCall Mall 317-334 E. Lake St. 2,000 2,060 2 Craig Allen 401 S. Mission St. 2,000 2,200 1 Patrick Phillips 135 Commerce St. 2,000 2,830 1 Kirkland Cabinets 105 E. Jacob St. 1,750 2,745 1 McCall Breakfast Lodge 1007 W. Lake St. 1,750 1,360 1 Western Collision 95 E. Jacob St. 1,750 2,420 2 Si Bueno 335 Deinhard Ln. 1,750 2,500 3 Fred Muller (Yacht Club) 203 E. Lake St. 1,750 3,150 3 Comstock & Craig Inc. 319 3rd St. 1,750 2,760 !?!? !?!? !?!?!? !?!? !?!? !?!? !?!? !?!? !?!? !?!? !? !? !?!?!?!?!?!?!?!? !?!? !?!? !?!? !? !? !? # ## Westside Tank and Booster Station Knowles Road BPS Betsy's Pond BPS Eastside Tank WTP and Booster Pump Station ¹ Legend !?PRVS !?Check Valves Water Mainlines (in) 4 6 8 10 12 16 2017 Fire Flow (gpm) < 1,000 1,000 - 1,500 Pressure Zones Aspen Ridge High Main River's crossing and River Ranch Upper WT Phase 2 Zone 1 WT Phase 2 Zone 2 WT Phase 2 Zone 3A WT Phase 2 Zone 3B West of River Figure 14: 2017 Available Fire Flow at 1,500 Tank Elevation 0 0.50.25 Miles SPF Water Engineering, LLC Page 49 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN 4.5.4.1. Fire Flow Recommended Improvements Fire Flow Below 500 gpm There are 14 hydrants that have less than 500 gpm available for fire flow. Hydrant tests should be performed on these hydrants to verify available flow. All hydrants are on dead end 4-inch pipes. All dead end 4-inch pipe should be replaced with 8-inch pipe. Mainline locations where fire flow is below 500 gpm are shown in Figure 15. Figure 15. Water Mains with Available Fire Flow Below 500 gpm. Note: Hydrants noted in red. Priority Fire Flow A list of needed pipe upgrades is located in Appendix D. Upgrades were prioritized based on the available fire flow, age of the pipe, material, and city preference. Section 8 describes the City’s Infrastructure Replacement Plan to upgrade these water mains over time. The City plans to upgrade 1% of system water mains annually and will put reasonable effort to prioritize replacing main lines that do not meet fire flow SPF Water Engineering, LLC Page 50 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN requirements. The Capital Improvement Plan in Section 8 identifies the main lines the City plans to upgrade from 2018 to 2024. Summary and Recommendations Areas with high static pressure need to be field verified at individual connections during a time of low demand before accurate recommendations can be provided. Surveyed elevations of PRV Stations and customers located along the lake and river will assist in preparing recommendations for PRV settings and future infrastructure. Recommendations for high pressure areas include: Static pressures at residential customers in the Whitetail pressure zones should be field tested to verify model results. The steep terrain and available elevation data can result in a significant vertical error. PRVs can be adjusted as customers are added to each zone. High pressures near Rio Vista Boulevard have been reported and the model simulates a maximum pressure of 110 psi. Static pressures should be monitored and field verified. Construction of pressure reducing valve stations is recommended to reduce pressures in the area. High pressures on Owen Drive and Whipkey Street should be monitored and field verified. Customers may need pressure reducing devices at individual service connections. All static pressures within service areas were between 40 and 80 psi. 4.6.1. Peak Hour Pressures Peak hour pressures within service areas were between 40 and 83 psi (just above the pressure reducing stations). The system meets IDEQ requirements for peak hour demand pressures. 4.6.2. Fire Flow Availability Existing fire flow availability was better than anticipated. We recommend the City continue to upgrade the existing 4-inch lines as identified in Figure 15 and Appendix C. 4.6.3. Additional Recommendations Continue to fine-tune PRV settings to allow optimal flows throughout the water distribution system. We recommend a topographical survey of all PRV stations, Booster Pump Stations, WTP, and Tanks to provide accurate as-built elevation data for the hydraulic model. Due to the high pressures at the river and lake, we recommend an additional study in order to optimize the WTP and pressure zones. Add all PRV stations to SCADA system to allow pressure monitoring. SPF Water Engineering, LLC Page 51 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN Continue to add to and update the hydraulic model as water facilities are added to the system and development occurs. Provide as-built drawings to verify survey elevations for all new developments. Document all reports of low or high pressures and monitor areas with pressure loggers. 5. ANALYSIS OF FUTURE WATER SYSTEM NEEDS Source and Storage Capacity Analysis 5.1.1. Source Capacity The two raw water intake pumping facilities have a firm capacity of 2,126 gpm (3.06 mgd). Davis Beach Pump Station is excluded from the firm capacity because it does not have standby power. The remaining ERU balance for the raw water pump stations is 233 ERU. If additional ERUs are needed, the City can upgrade the smaller pump at Legacy Beach Pump Station or add standby power to Davis Beach Pump Station. 5.1.2. Water Treatment Plant Capacity The Water Treatment Plant has an ERU capacity of 8,229. The remaining ERU balance is 3,678. 5.1.3. Storage Capacity The City has a water storage requirement of 1.34 MG. The existing Westside and Eastside tanks provide a total available storage volume of 1.58 MG. The remaining storage capacity includes 129,000 gallons in the Westside Tank and 213,000 gallons in the Eastside Tank. The available storage can be used as equalization storage if the PHD demand exceeds the water system’s pumping capacity at Knowles Road BPS and the WTP distribution pumps. The equalization storage can account for an increase in PHD of approximately 500 gpm on the west side and 880 gpm on the east side. Although there is available storage, the Eastside Tank is constrained by undersized mainlines and the full capacity cannot be utilized. These mainlines are discussed in Section 5.3.1 and Section 5.4.1. A large portion of the future demand on the system is projected to be located in the southern portion of the Main Pressure Zone and the existing distribution lines will not be capable of providing PHD and fire flow from the Eastside Tank or the Water Treatment Plant. Additional storage volume could be obtained at the Eastside tank by replacing the 18.5” high outlet with a 4-inch silt stop to gain 86,000 gallons of additional storage. This is only recommended if tank utilization is increased with mainline improvements. SPF Water Engineering, LLC Page 52 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN Additional storage will be required in 2026 based on water demand projections. The amount of additional storage required in 2026 is approximately 6,500 gallons. The amount of additional storage required is projected to increase by approximately 55,000 gallons per year, each year after 2026. A new water storage tank project is included in the Capital Improvement Plan in Section 8. Table 24. Current Water Storage Tank Requirements. Notes: 1. Operational storage is based on actual tank level setpoints that start and stop the pump stations that fill the tanks. 2. Equalization storage is not required because firm pumping capacity exceeds peak hour demand. 3. Standby storage is not required because standby power is provided for the pump stations. 5.1.4. Pumping Capacity The water system has a firm pumping capacity of 6.8mgd (4,755 gpm) and a 2017 PHD of 5.34 mgd (3700 gpm). There is a remaining capacity of 1.46 mgd (1,000 gpm) before equalization storage in the tank is needed. Westside Tank equalization is required in 2026. The pump capacity (without equalization storage) ERU balance is approximately 500 ERUs. The Idaho Drinking Water Rules require “Each booster pumping station shall contain not less than two (2) pumps with capacities such that peak hour demand, or a minimum of the maximum day demand plus equalization storage, can be satisfied with any pump out of service. See Subsection 501.18 for general design requirements concerning fire flow capacity. (IDAPA 58.0.108 Section 541. Paragraph 04.c.) Category Eastside Tank Westside Tank Comments Operational Storage 142,170 gal 54,330 gal Eastside Tank: 13.5-15.5 ft Westside Tank: 12.5-14.5 ft Equalization Storage 0 gal 0 gal Firm pumping capacity > PHD Fire Storage 540,000 gal (3,000 gpm for 3 hrs) 210,000 gal (1,750 gpm for 2 hrs) Standby Storage 0 gal 0 gal Eastside: Standby Power Westside: Stanby Power Dead Storage 187,660 gal 22,640 gal Eastside: 18.5” btm / 12” top Westside: 4” btm / 6” top Total Required Storage 869,830 gal 277,910 gal Total Available Storage(3) 1,173,000 gal 407,000 gal SPF Water Engineering, LLC Page 53 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN 5.1.4.1. Knowles BPS Knowles BPS has a firm capacity of 775 gpm and serves the westside of the system. The westside of the system has a current PHD of approximately 630 gpm to 740 gpm. Knowles BPS is deficient in accurate SCADA data due to the flow meter not accounting low flows and an accurate PHD cannot be determined. The CIP in Section 8 recommends SCADA and flow meter improvements. These improvements will allow the city to accurately plan for an expansion of Knowles BPS or the addition of a new BPS on the westside. Meter data shows that the PHD per ERU could be higher on the westside of the system compared to the eastside. When the average calculated PHD per ERU rate (0.81 gpm) is applied to the calculated ERUs, the estimated PHD is 630 gpm. Calculation using meter usage estimated the demands to be approximately 740 gpm. For the declining capacity calculation, 740 gpm is used as a conservative approach. Discussions with City staff indicated that this demand appears to be high in comparison to what is seen in the field. With this approach there is approximately 40 ERUs remaining on the westside without utilizing equalization storage. When equalization storage is included there are an approximate ERU balance of 615 (including approximately 500 gpm from tank). 5.1.5. Declining Balance Evaluation Summary Table 25. Declining Balance Summary Declining Balance Evaluation Water Demand Factors CURRENT SYSTEM ERUs (2017) 4,551 ERU MAXIMUM DAY DEMAND 1,965 gpm 5-year average 2.83 mgd 5-year average MDD per ERU 640 gpd 5-year average PHD per ERU 0.81 gpm 5-year average Raw Water Pumping Stations Legacy Park Pump Station Firm Capacity 2,126 gpm One pump out of service Davis Beach Pump Station Firm Capacity 0 gpm No standby power; can add 3160 ERUs with standby power Total Firm Capacity 2,126 gpm 3.06 mgd Total ERU Capacity 4,784 ERU SPF Water Engineering, LLC Page 54 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN Declining Balance Evaluation ERU Remaining Balance 233 ERU Can add 900 ERUs by upgrading 3rd pump @ Legacy Raw Water Pipeline 16" 4,500 gpm Estimated based on hydraulic calculations 6.5 mgd Estimated based on hydraulic calculations ERU Capacity 10,130 ERU Estimated based on hydraulic calculations ERU Remaining Balance 5,579 ERU Estimated based on hydraulic calculations Water Treatment Plant Total Filter Capacity 4,096 gpm At 8 gpm/ft2 filtration rate 5.9 mgd At 8 gpm/ft2 filtration rate Backwash Volume 140,000 gpd Two backwashes per day Time for Backwash Cycle 60 min Total WTP Filter Capacity 3,657 gpm 5.3 mgd Finished Water Pump Station 3,980 gpm 5.7 mgd ERU Capacity 8,229 ERU ERU Remaining Balance 3,678 ERU Knowles Road Booster Pump Station Firm Capacity 775 gpm Total ERU Capacity 957 ERU Based on PHD West Side ERUs 914 ERU Based on Meter Billing Data ERU Remaining Balance 43 ERU ERU Balance with Westside Equalization Storage 658 ERU 614 ERUs Available Future Model Demand Allocation The City’s growth generally drives future increases in water system demands. Two types of growth are anticipated within the City of McCall – (1) geographic expansion of the city limits and (2) infill of developable areas. The estimated increase in water system demands for these two types of growth, and how these increases are allocated to the locations where growth will most likely occur, is described in this section. SPF Water Engineering, LLC Page 55 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN 5.2.1. Service Area Expansion The areas available for development in the City of McCall are described in the 2017 McCall Area Comprehensive Plan Update. 5 The City‘s 5-year annexation plan includes annexation north along Payette Lake. This area is currently served by the Payette Lakes Recreational Water and Sewer District and the City’s water system expansion is not anticipated to expand into in these areas. The City’s 10-year annexation plan includes annexation southwest of the existing service area. This area is west of the Payette River and would likely be incorporated into the West side of the water system. The City’s 20- year annexation plan includes annexation to the southeast of the existing service area. This area would likely be incorporated into the Main Pressure Zone and the River’s Crossing and River’s Ranch Pressure Zone. The creation of a new pressure zone will likely be needed depending on where development occurs. 5.2.2. Redevelopment Areas The areas of redevelopment within the existing service area that could impact the water system is the infill of vacant parcels, multiple family homes and condominiums, and commercial or industrial customers. The 2037 future model assumes 95% of empty residential parcels are built out including the Whitetail Development. The comprehensive plan notes potential housing locations within the West of River and Main Pressure Zones, with the majority located in the Rio Vista Blvd area. 5.2.3. Future Water Demands The projected demands per pressure zone are shown in Table 28. Table 26: Projected Future Demands ERU PHD (gpm) MDD 2017 2025 2037 2017 2025 2037 2017 2025 2037 Eastside High 2 10 14 2 8 11 1 4 6 Aspen ridge 19 30 46 16 24 37 8 13 20 Upper 148 180 183 120 147 149 63 77 79 Main 3,510 4,220 6,086 2,860 3,436 4,956 1,505 1,810 2,611 River's Crossing 65 81 141 53 66 115 28 35 60 5 McCall in Motion (Draft), McCall Area Comprehensive Plan, Dive Deep. 2016. SPF Water Engineering, LLC Page 56 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN Eastside Total 3,744 4,521 6,469 3,051 3,681 5,268 1,605 1,939 2,776 Westside West of River 743 1,100 1,556 605 896 1,267 318 472 668 WT Phase 2, Zone 1 24 50 64 19 41 52 10 21 27 WT Phase 2, Zone 2 2 30 46 2 24 37 1 13 20 WT Phase 1, Zone 3A 0 10 18 0 8 15 0 4 8 WT Phase 2, Zone 3B 5 20 37 4 17 30 2 9 16 Westside Total 774 1,210 1,720 630 986 1,401 332 519 738 Water System Total 4,518 5,732 8,190 3,681 4,667 6,669 1,937 2,458 3,514 NEAR-TERM (2025) CONDITIONS EVALUATION The 2017 hydraulic analysis resulted in a list of deficient pipelines that did not meet the fire flow requirements. Scenarios for near-term (2025) peak hour demand and fire flow availability analyses do not include these pipeline improvements as the City is implementing an annual pipe replacement program to replace these mainlines overtime. The same tank level, pump operation settings, and fire flow requirements were used in the 2025 analyses as were used in the 2017 analyses. 5.3.1. Near-Term (2025) Peak Hour Demand (PHD) The PHD condition represents the maximum volume of water delivered to the system during any single hour during the year. The peak hour demand for McCall was estimated at 4,667 gpm. PHD source contributions are shown in Table 27. The WTP distribution pumps have reached its firm capacity of 2,700 gpm. Table 27. 2025 PHD Scenario Source Contributions. Source Status Model HGL (ft) Flow Out (gpm) East Tank On 5,439.50 2,520 Westside Tank On 5,474.5 420 Knowles Booster On 5,215* 710 Betsy’s Pond Booster On 5,475.10* 100 WTP On 5,313.47* 2,700 Note: Hydraulic Grade Discharge. System pressures west of the river for this demand condition range from 36 to 120 psi (Whitetail Pressure Zones) and the maximum pipeline velocity is 3.08 ft/s. The west side of the system has an approximate demand of 1,000 gpm. Pressures in the Whitetail subdivision exceed 100 psi, but the Whitetail subdivision requires PRVs to be installed on homes where pressures are too high. Pressures are as low as 5 psi near the Whitetail Tank, but this tank connection line does not directly serve customer water meters, and does not need to meet the listed IDEQ pressure requirements. SPF Water Engineering, LLC Page 57 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN System pressures East of the river for this demand condition range from 33 to 105 psi (West of RV Park Bypass PRV) and the maximum pipeline velocity is 10.55 ft/s. These high velocities show that the mainlines are undersized for the demand. The east side of the system has an approximate demand of 3,690 gpm. Pressures below 40 psi are located downstream of the Majestic and Bitterroot PRV but these mains do not directly serve customer meters, and does not need to meet the listed IDEQ pressure requirements. High velocities downstream the Heavens Gate PRV are shown in Figure 15. With the WTP distribution reaching firm capacity, additional water is needed from the Eastside Tank causing the higher velocities in Figure 15. Figure 16. 2025 PHD Velocities from Eastside Tank. SPF Water Engineering, LLC Page 58 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN 5.3.2. Near-Term (2025) Maximum Day Demand (MDD) Plus Fire Flow The fire flow availability during the 2025 MDD is similar to the 2017 MDD. There was a approximate 10-20% reduction in available fire flow, but no additional pipe improvements are needed. Residential hydrants located on dead-end 6-inch mainlines have available fire flow nearing the minimum 1,000 gpm required. As demand increases and nears the system capacity these hydrants will likely fall below the 1,000 gpm requirement. Available fire flow during 2025 is shown in Figure 16. !?!? !?!? !?!?!? !?!? !?!? !?!? !?!? !?!? !?!? !?!? !? !? !?!?!?!?!?!?!?!? !?!? !?!? !?!? !? !? !? # ## Westside Tank and Booster Station Knowles Road BPS Betsy's Pond BPS Eastside Tank WTP and Booster Pump Station ¹ Legend !?PRVS !?Check Valves Water Mainlines (in) 4 6 8 10 12 16 2025 Fire Flow (gpm) < 1,000 1,000 - 1,500 Pressure Zones Aspen Ridge High Main River's crossing and River Ranch Upper WT Phase 2 Zone 1 WT Phase 2 Zone 2 WT Phase 2 Zone 3A WT Phase 2 Zone 3B West of River Figure 17: 2025 Available Fire Flow at 1,500 Tank Elevation 0 0.50.25 Miles SPF Water Engineering, LLC Page 60 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN 5.3.3. Near-Term (2025) Recommendations Updating the 8-inch mainline segment on Majestic View can alleviate the highest velocities during PHD from 10.55 ft/s to 6.26 ft/s. This upgrade is recommended by 2025 and will provide the City additional time before a new water storage tank is needed in the main pressure zone. As the City implements their annual pipeline replacement program the quantity of hydrants with low fire flow will decrease. The addition of a new storage will alleviate the reduction of available fire flow in dead-end 6-inch mainlines and no improvements are recommended. A pressure zone and WTP plant study is recommended to alleviate higher pressures along the river and lake and as well as evaluate methods to fully utilize the Eastside tank. FUTURE (2037) CONDITIONS EVALUATION The 2017 hydraulic analysis resulted in a list of deficient pipelines that did not meet the fire flow requirements. Scenarios for future (2037) peak hour demand and fire flow availability analyses do not include these pipeline improvements as the City is implementing an annual pipe replacement program to replace these mainlines over time. The same tank level, pump operation settings, and fire flow requirements were used in the 2037 analyses as were used in the 2017 analyses. The demands within the system exceeds the firm capacity of the system and additional source is needed in the main pressure zone and additional booster pumps are required west of the river. This section does not include these additions and is represented as a worst-case scenario if CIP items are not addressed. 5.4.1. Future (2037) Peak Hour Demand (PHD) The PHD condition represents the maximum volume of water delivered to the system during any single hour during the year. The peak hour demand for McCall was estimated at 8,140 gpm. 2037 PHD source contributions are shown in Table 30. Table 28. 2037 PHD Scenario Source Contributions. Source Status Model HGL (ft) Flow Out (gpm) Eastside Tank On 5,439.50 2,520 Westside Tank On 5,474.50 1,000 Knowles Booster On 5,188.69 550 Betsy’s Pond Booster On 5,475.10 100 WTP On 5,313.47 2,700 Note: HGL=Hydraulic Grade Discharge. System pressures west of the river for this demand condition range from 36 to 110 psi (Whitetail Pressure Zones) and the maximum pipeline velocity is 5.05 ft/s, which is less than the maximum velocity criteria of 6 ft/s, and is therefore acceptable. The west side SPF Water Engineering, LLC Page 61 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN of the system has an approximate demand of 1,500 gpm. Pressures in the Whitetail subdivision exceed 100 psi, but the Whitetail Subdivision requires PRVs to be installed on homes where pressures are too high. Pressures are as low as 5 psi near the Whitetail Tank, but this tank connection line does not directly serve customer water meters, and does not need to meet the listed IDEQ pressure requirements. System pressures east of the river for this demand condition range from 13 (8-inch mainline segment on Majestic View Drive) to 90 psi (West of RV Park Bypass PRV) and the maximum pipeline velocity is 15.08 ft/s. These high velocities show that the mainlines are undersized for the demand. The East side of the system has an approximate demand of 5,200 gpm. Pressure on the East side of the system fall below the 40 psi requirement. This indicated the need for an additional source. High velocities downstream of the Heavens Gate PRV are shown in Figure 17. Figure 18. 2037 PHD Velocities from Eastside Tank SPF Water Engineering, LLC Page 62 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN 5.4.2. Future (2037) Maximum Day Demand (MDD) Plus Fire Flow The fire flow availability during the 2037 MDD is approximately 10-40% lower compared to the 2017 MDD. The largest reductions in available fire flows are located in the downtown area. Fire flows in the downtown area fall below the 1,500 gpm requirement and average approximately 1,400 gpm. This reduction is due to the demand exceeding the water system’s capacity and indicates the need for an additional source (WTP, well, or tank). Available fire flow during 2037 is shown in Figure 18. The available fire flow shown in Figure 18 is a worst-case scenario and shows how low available fire flow could be if the City did not implement the CIP upgrades noted in Section 8. If a new storage tank is constructed in 2025 per the CIP, then fire flows will meet or exceed 2017 MDD fire flows discussed in Section 4.5.3. !?!? !?!? !?!?!? !?!? !?!? !?!? !?!? !?!? !?!? !?!? !? !? !?!?!?!?!?!?!?!? !?!? !?!? !?!? !? !? !? # ## Westside Tank and Booster Station Knowles Road BPS Betsy's Pond BPS Eastside Tank WTP and Booster Pump Station ¹ Legend !?PRVS !?Check Valves Water Mainlines (in) 4 6 8 10 12 16 2037 Fire Flow (gpm) < 1,000 1,000 - 1,500 Pressure Zones Aspen Ridge High Main River's crossing and River Ranch Upper WT Phase 2 Zone 1 WT Phase 2 Zone 2 WT Phase 2 Zone 3A WT Phase 2 Zone 3B West of River Figure 19: 2037 Available Fire Flow at 1,500 Tank Elevation 0 0.50.25 Miles SPF Water Engineering, LLC Page 64 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN 5.4.3. Future (2037) Recommendation Upgrading the 8-inch mainline segment on Majestic View to a 12-inch diameter mainline will reduce the highest velocities during PHD from 15.08 ft/s to 8.75 ft/s. The higher PHD in the 2037 scenarios indicate that a new storage tank is needed before 2037. A pressure zone and WTP plant study is recommended to alleviate higher pressures along the river and lake and as well as evaluate methods to fully utilize the Eastside tank. The addition of a new source will alleviate the reduction of available fire flow in dead-end 6- inch mainlines and water main improvements would be needed. As the City implements their annual pipeline replacement program the quantity of hydrants with low fire flow will decrease. FUTURE (2037) CONDITIONS EVALUATION WITH CIP UPGRADES Scenarios in this Section incorporate recommended upgrades listed in the CIP into the water model. The same existing tank level, pump operation settings, and fire flow requirements were used in this scenario as were used in the 2017 analysis. The existing system is utilized to the firm capacity of each facility or pipeline. The New Main Pressure Zone Tank and booster pump station is located near the airport and the pump station VFDs are set to a minimum pressure discharge of 70 psi. A redundant fire pump is added to the Westside Booster Pump Station. 5.5.1. Future (2037) with CIP Upgrades Peak Hour Demand (PHD) The PHD condition represents the maximum volume of water delivered to the system during any single hour during the year. The peak hour demand for McCall was estimated at 8,140 gpm. 2037 PHD source contributions are shown in Table 31. Table 29. Future (2037) with CIP upgrades PHD Scenario Source Contributions Source Status Model HGL (ft) Flow Out (gpm) Eastside Tank On 5,439.50 3,189 Westside Tank On 5,474.50 1,000 Main Pressure Zone Tank and Booster On 5,179.92 1,344 Knowles Booster On 5,188.69 550 Betsy’s Pond Booster On 5,475.10 100 WTP On 5,313.47 2,700 Note: HGL=Hydraulic Grade Discharge. System pressures East of the river for this demand condition range from 32 (Heaven’s Gate PRV) to 90 psi (West of RV Park Bypass PRV) and the maximum pipeline velocity SPF Water Engineering, LLC Page 65 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN is 5.94 ft/s. High velocities downstream of the Heaven’s Gate PRV are shown in Figure 19. The high velocities can be lowered with adjustments to the VFD’s located at the new storage tank and reflect the minimum required of the new storage tank to meet requirements. If both tanks are set to operate with equal supply, velocities are below 1.0 ft/s. Figure 20. 2037 with CIP Upgrades PHD Velocities from Eastside Tank 5.5.2. Future (2037) with CIP Upgrades Maximum Day Demand (MDD) Plus Fire Flow Fire flow availability significantly increased with the CIP upgrades. The downtown core pipeline improvements significantly increased the available fire flow. Improved available fire flows are shown in Figure 20. !?!? !?!? !? !?!? !?!? !?!? !?!? !?!? !?!? !?!? !?!? !? !? !?!?!?!?!?!?!?!? !?!? !?!? !?!? !? !? !? # ## Westside Tank and Booster Station Knowles Road BPS Betsy's Pond BPS Eastside Tank WTP and Booster Pump Station New Water Storage Tank and BPS ¹ Legend !?PRVS !?Check Valves Water Mainlines (in) 4 6 8 10 12 16 2037 Fire Flow (gpm) < 1,000 1,000 - 1,500 Pressure Zones Aspen Ridge High Main River's crossing and River Ranch Upper WT Phase 2 Zone 1 WT Phase 2 Zone 2 WT Phase 2 Zone 3A WT Phase 2 Zone 3B West of River Figure 21: 2037 Available Fire Flow at 1,500 Tank Elevation 0 0.50.25 Miles SPF Water Engineering, LLC Page 67 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN Summary and Recommendations 5.6.1. Peak Hour Pressures and Velocities Upgrade 1,100 linear feet of 8-inch Segment on Majestic View Drive to a 12-inch mainline. This upgrade will allow greater utilization of the Eastside tank as well as reduce high velocities seen at PHD. A pressure zone and WTP utilization study is recommended to help better utilize the WTP, PRVs, and Eastside Tank. 5.6.2. Fire Flow Availability Fire flows will increase as pipelines are upgraded under the Pipeline Replacement Program. A new storage tank in the main pressure zone will boost available fire flow within the main pressure zone. Upgrading the 8-inch mainline on Majestic View Drive noted above will increase the fire flow in this area. SPF Water Engineering, LLC Page 68 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN 6. WATER CONSERVATION PROGRAM Current Water Conservation Measures Water conservation measures are intended to reduce the consumption of water, reduce the loss or waste of water, and improve or maintain the efficient use of water. The City of McCall has implemented numerous conservation measures in recent years that include: • Installing water meters • Replacing older meters • Implementing policies for water use restrictions (e.g., alternate-day irrigation). • Efficient use of sources of supply though optimization at the treatment plant, and VFD pump controls for better control of flows. • Consumption based billing Water conservation measures implemented by the City to date have been effective in reducing water use. The maximum day demand (MDD) has dropped from 451 to 351 gallons per connection over the past 10 years (see Section 3 for more information regarding water demand). Future Conservation Measures The City is interested in implementing additional conservation measures in the future. Focusing on outdoor (irrigation use) conservation will provide the most benefit to McCall as irrigation constitutes the largest category of water use and peak demands due to summer irrigation drive the need for additional future infrastructure. Effective measures to decrease summer irrigation demands will reduce the need for construction of additional peak-capacity infrastructure. These conservation measures may include a combination of the following: • Metering and tracking of current non-revenue water from sources such as construction water use, bulk water, inaccurate flow meters, leaking water lines and services, filter backwashing, fire hydrant flushing, fire-fighting, public facility use, and city park irrigation. • Water rate setting that encourages water conservation, using a multi-tiered rate structure. These pricing structures provide financial incentive for all water users to implement and participate in conservation measures. The current rate structure includes a monthly base rate per connection and a consumption rate based on the number of gallons delivered. For a typical residential connection (Class A) with a ¾” diameter meter, the base rate is $33.70 per month and the consumption rate is $0.71/thousand gallons of water delivered. To encourage conservation, the City could consider a tiered rate structure. A rate study is planned in the near future including analysis that will look at projected financial needs, develop rates that are SPF Water Engineering, LLC Page 69 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN adequate and equitable, look at overall financial stability of the water system, and provide statistical information describing customer use. • Optimize water treatment plant operations to extend filter run times and reduce the frequency of filter backwash (on-going) • Consider filter backwash recycle at the water treatment plant. Recycle could reduce raw water pumping by an estimated 2-3%, but it would not reduce water demand and water facility capacity requirements at the water treatment plant and the distribution system are based on water demand values. • Public outreach including web page, brochures, education about peak hour usage and ways to reduce peaking factors. • Use utility bills to communicate usage trends or comparisons to normal usage. • Implement construction water use management practices (i.e. hydrant meters and fee based water filling station). By implementing conservation measures that reduce peak hour demand (PHD) and/or maximum day demand, the City can reduce water system capital expenditures by postponing necessary facility expansion projects. SPF Water Engineering, LLC Page 70 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN 7. WATER RIGHTS The City of McCall Water Department currently provides potable water to City residents through two pump stations located on Payette Lake. The City also provides water for irrigation of the public golf course from three groundwater wells. The purpose of this section is to: • Document the City’s existing water rights portfolio; • Determine the adequacy of the City’s existing water rights to meet the five-year and twenty-year demand forecasts developed by SPF; and • Provide a brief discussion of water rights administration in the Payette River Basin. Current Water Right Portfolio 7.1.1. Potable Supply - Payette Lake Water Rights The City is authorized to use three pump stations (near Davis Beach, Legacy Park, and Shore Lodge) for delivery of treated water from Payette Lake to City customers through its municipal supply system6. The City’s water rights for municipal supply are currently authorized for use within the City’s municipal service area identified in Figure 22. If necessary, the municipal supply service area can be amended by notifying the Idaho Department of Water Resources and providing a map of the new boundary. The City is authorized to divert a total of 11.32 cubic-feet per second (cfs) using the pump stations, a diversion rate of approximately 5,100 gpm. The City’s authorized points of diversion are shown in Figure 23. The City’s currently-held water rights are summarized in Table 30, and copies of pertinent water right documents are provided in Appendix E. 6 The pump station near Shore Lodge is currently out-of-service. SPF Water Engineering, LLC Page 71 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN Table 30. Water Right Summary. Water Right No. Priority Date Diversion Rate (cfs) Diversion Rate (gpm) Combined Use Payette Lake 65-10344 6/1/1918 5.13 2,302 65-10345 6/1/1968 2.31 1,037 65-12607 3/29/1983 3.88 1,741 Total for Municipal Use 11.32 5,080 Groundwater 65-13119* 11/17/1989 0.28 126 For irrigation: 1.81 cfs, 480 ac-ft, 160 acres 65-13476 8/20/1993 1.81 812 65-13796 6/29/1998 1.81 812 Total for Irrigation/Pond Use 1.81 812 7.1.2. Irrigation Supply - Groundwater Rights. The water rights in this section are described as important components of the City’s water right portfolio, but are not further analyzed because of their limited, non-potable use on the City’s golf courses. The City holds two water rights for three groundwater wells that are used to provide water for non-potable uses on three public nine-hole golf courses (Aspen, Birch and Cedars). The locations of the wells are shown in Figure 23. The City’s water rights authorize irrigation of 160 acres of golf course landscaping, and water storage in several ponds for irrigation, recreation and aesthetic purposes. In addition to the City’s water rights, a third right was developed by the McCall Golf Course Foundation for irrigation use (65-13119). This right authorizes irrigation of 8 acres within the 160-acre place of use authorized by the City’s water rights. The non- potable water rights used on the City’s golf courses are also summarized in Table 30. Pertinent water right documents are attached as Appendix E. The three golf course water rights authorize the diversion of 1.81 cfs (812 gpm) from three wells for the irrigation of a combined total of 160 acres. The rights are limited to the diversion of 480 ac-ft (156 mgal) annually. SPF Water Engineering, LLC Page 72 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN Figure 22. Authorized Place of Use. SPF Water Engineering, LLC Page 73 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN Figure 23. Authorized Points of Diversion. Water Rights versus Demand Projections. This section compares the City’s current water right portfolio for potable supply to its current and projected future water needs. This is a comparison between the total diversion quantities authorized by the City’s currently-held Payette Lake water rights (Table 31) and calculated demands. SPF Water Engineering, LLC Page 74 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN The current maximum day demand (MDD) for the potable supply system is 2.8 mgd7, compared to 7.3 mgd authorized by existing water rights. Projected MDD will not exceed the existing rights from Payette Lake for 32 years, assuming a 3% annual increase in water demands. Table 31. Authorized Annual Diversion Volume for Potable Use. Source Diversion Rate (cfs) Diversion Rate (gpm) Diversion Volume (mgd) Payette Lake 11.32 5,080 7.30 7.2.1. Five-Year Forecast The City’s MDD in five years (2022) is projected to be 3.3 mgd, which is 45% of the amount authorized by the City’s current water rights for potable supply. Table 32. Projected Demand (3% Annual Demand Increase). Projection Maximum Day Demand (MDD) (mgd) 5-year (2022) 3.3 20-year (2037) 5.1 32-year (2049) 7.3 7.2.2. Twenty-Year Forecast The City’s MDD in twenty years (2037) is projected to be 5.1 mgd, which is 70% of the total authorized by City water rights. At the assumed growth rate (3%), the City will not require additional water rights to meet potable demands until 2049. 7 Current MDD was determined by SPF using 2016 demand data. SPF Water Engineering, LLC Page 75 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN Water Right Administration in the Payette River Basin Water rights in the Payette River Basin are administered by a watermaster selected by water right holders and appointed by the Director of IDWR8. The watermaster is responsible for delivery of water rights from the Payette River and its tributaries based on the prior appropriation doctrine (“first in time is first in right”). In the Payette River Basin, junior priority water rights are curtailed each year in favor of more senior rights. Curtailments occur generally in June or July, depending on priority dates. The City of McCall holds relatively junior rights in the Payette River Basin, and its rights are subject to curtailment each year. However, storage water in Deadwood Reservoir (the “rental pool”) has been available each year to mitigate the City’s diversions from Payette Lake and prevent curtailment. The City pays the rental pool for its mitigation water at the end of each year based on actual diversions for that year. This system appears to work well for the City, and will continue to be an adequate response to possible curtailment as long as water is available in the rental pool. The watermaster asserts that rental pool water will be available for the foreseeable future, but the City may wish to consider a more permanent solution than annual rentals from the pool. 8 The current watermaster is Ron Shurleff. SPF Water Engineering, LLC Page 76 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN 8. CAPITAL IMPROVEMENTS PROGRAM Capital Improvement Plan (CIP) Overview Section Previous sections have presented an overview of the existing system, projections of future water demand, and an analysis of existing and future water system requirements for supply, treatment, storage, and distribution facilities. This section summarizes the previously identified system improvement needs. Recommended capital improvement projects are shown in Table 33, and Table 34 presents the 10-year CIP with estimated annual project expenditures. Figure 24 presents the 10-year CIP budget in graphical format to illustrate the year-to- year variability. For example, fiscal year 2025 is projected to have much higher capital costs due to construction of a new water storage tank. Figure 24. 10-Year Water System Capital Improvement Plan. While the Capital Improvement Plan provides a structured outline for the order in which the improvements are recommended, it is important to note that the order should be viewed as flexible and dynamic. For example, some improvements may be scheduled SPF Water Engineering, LLC Page 77 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN to coordinate with other projects such as roadway resurfacing or new commercial developments. All pipeline projects will be reviewed for coordination with other potential utility projects (e.g. sewer, power, gas, etc.) and transportation projects that have the potential to impact roadways. The urgency and timing of some water system improvements are growth dependent. Should the City of McCall grow more rapidly than assumed, these project timelines would need to be accelerated. All project descriptions and cost estimates represent planning level accuracy and opinions of costs. Detailed design criteria should be developed during the design phase of each improvement project. The final cost of projects will vary depending on actual labor and material costs, site conditions, competitive market conditions, regulatory requirements, project schedule, and other factors. Because of these factors, project feasibility and risks should be carefully reviewed prior to making specific financial decisions or establishing project budgets to help ensure proper project evaluation and adequate funding. Cost estimates have been developed at a conceptual level, or Class 5 as defined by the Association for the Advancement of Cost Engineering International (AACEI). Cost estimates at this level have an expected accuracy range of -30% to +50%. The Capital Improvement Plan includes two types of projects: Water Facilities and the Distribution System Replacement Plan. Using these two categories is important to ensure that upgrades are planned for both types of facilities, and in particular that hidden assets, especially water mains, are not neglected. The Water Facilities category includes raw water pump stations, the water treatment plant, storage tanks, booster pumping stations, and pressure reducing valve stations. Planning for new facilities and upgrades to existing facilities in this category is based on condition and capacity, and is done on a project by project basis in the 10-year CIP, which is updated annually. Facility service life expectancy for these facilities ranges from 50 to 100 years, and varies based on factors including original quality of construction and frequency of renovation. Mechanical and controls equipment in these facilities must be upgraded more frequently on a case by case basis with projects identified in the CIP. The Distribution System Replacement Plan includes water mains, hydrants, and water meters. Because water mains are buried and out of sight, they are often neglected and upgraded only upon failure. This type of deferred maintenance can result in an aging system that is more prone to failure and may not have adequate capacity to deliver required flows. The City of McCall has taken a proactive approach to distribution system upgrades and established a Distribution System Replacement Plan. Planning for this category of facilities is based on replacing a certain percentage of the system each year: 1% of water mains, 2% of hydrants, and 5% of water meters. By following this plan, the facilities will not exceed their anticipated life cycles of 100 years for water mains, 50 years for hydrants, and 20 years for water meters. SPF Water Engineering, LLC Page 78 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN Table 33. 20-Year Water System Capital Improvement Plan SPF Water Engineering, LLC Page 79 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN Table 34. 10-Year Water System Capital Improvement Plan SPF Water Engineering, LLC Page 80 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN Distribution System Infrastructure Replacement Plan As with most cities, much of the water system infrastructure is aging and some facilities are beyond their useful life. An infrastructure replacement plan is necessary to keep pace with the aging system and proactively replace older and undersized infrastructure. Based on the records of pipe materials and sizes, it is recommended that the City replace 1.0% of the water mains annually. This equates to approximately 4,800 LF of pipe replacement per year. Main lines less than 6 inches in diameter and materials prone to corrosion and failure are recommended to be the primary focus of the pipeline replacement program. These materials include galvanized steel, asbestos cement, and cast iron. The estimated cost of the pipeline replacement program is approximately $847,000 annually. Figure 25 shows the pipeline upgrade projects planned for the next seven years, 2018-2024. SPF Water Engineering, LLC Page 81 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN Figure 25. Pipeline Upgrades 2018-2024. Table 35 presents an estimate of the total water system replacement value. While this estimate is conceptual in nature, the total replacement value of the system is estimated to be approximately $115 million. Typical water system facilities have an intended life cycle between 50 and 100 years. Using 75 years as an estimated average life cycle, the annual replacement cost to maintain the overall average age of the system is approximately $1,500,000. If investment in facility replacement is less, then the average age of system components increases over time. SPF Water Engineering, LLC Page 82 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN Table 35. Estimate of System Replacement Value. In addition to water lines, the water system is comprised of other components, all of which require life-cycle replacement. Table 36 presents replacement frequencies and estimated budgets for replacement of water mains, fire hydrants, and water meters. PROJECT :City of McCall Water Master Plan AACEI ESTIMATE CLASS : JOB # :608.0160 DATE : LOCATION :Valley County, ID BY : REVIEWED : NO. DESCRIPTION QTY UNIT UNIT PRICE WATER TREATMENT FACILITIES 1A WATER TREATMENT PLANT, IN-LINE FILTRATION 5.6 MGD $3,000,000 $16,800,000 PUMP STATIONS 2A LEGACY PARK RAW WATER PUMP STATION 2,625 GPM $400 $1,050,000 2B DAVIS BEACH RAW WATER PUMP STATION 2,260 GPM $400 $904,000 2C KNOWLES ROAD BOOSTER PUMP STATION 1,975 GPM $300 $593,000 2D BETSY'S POND BOOSTER PUMP STATION 200 GPM $1,000 $200,000 2E WHITETAIL BOOSTER PUMP STATION 1,615 GPM $300 $485,000 PUMP STATIONS TOTAL REPLACEMENT VALUE $3,232,000 WATER STORAGE RESERVOIRS 3A HEAVEN'S GATE (EASTSIDE) TANK 1,173,000 GAL $2.00 $2,346,000 3B WHITETAIL TANK 407,000 GAL $2.25 $916,000 WATER STORAGE RESERVOIRS TOTAL REPLACEMENT VALUE $3,262,000 TRANSMISION AND DISTRIBUTION PIPING 4A 4-INCH DIA PIPING ALL MATERIAL TYPES 46,280 LF $153 $7,081,000 4B 6-INCH DIA PIPING ALL MATERIAL TYPES 93,660 LF $164 $15,360,000 4C 8-INCH DIA PIPING ALL MATERIAL TYPES 234,860 LF $176 $41,335,000 4D 10-INCH DIA PIPING ALL MATERIAL TYPES 13,850 LF $192 $2,659,000 4E 12-INCH DIA PIPING ALL MATERIAL TYPES 65,720 LF $211 $13,867,000 4F 16-INCH DIA PIPING ALL MATERIAL TYPES 18,400 LF $238 $4,379,000 TRANSMISSION AND DISTRIBUTION PIPING TOTAL REPLACEMENT VALUE $84,681,000 DISTRIBUTION SYSTEM FACILITIES 5A PRESSURE REDUCING VALVE STATIONS 19 EA $120,000 $2,280,000 5B FIRE HYDRANTS 722 EA $4,800 $3,466,000 5C WATER METERS (ALL SIZES)3,225 EA $450 $1,451,000 DISTRIBUTION SYSTEM FACILITIES TOTAL REPLACEMENT VALUE $7,197,000 TOTAL WATER SYSTEM REPLACEMENT VALUE $115,200,000 This cost estimate reflects our professional opinion of accurate costs at this time based on current conditions at the project location. This estimate is subject to change through the project planning and design process. Actual construction cost will depend on the cost of labor, materials, equipment, and services provided by others, contractor’s methods of determining prices, competitive bidding and market conditions. VALUE 4 11/16/2017 EL BP SPF Water Engineering, LLC Page 83 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN Table 36. Recommended Water Infrastructure Replacement Plan. Component Current System Total Average Life Cycle Annual Replacement Annual Budget Water Mains 472,770 LF 100 yrs 4,730 LF $847,000(1) Fire Hydrants 722 ea. 50 yrs 14-15 $69,300(1) Water Meters 3225 ea. 20 yrs 161 $40,300(1) Total Annual Infrastructure Replacement Plan $956,600 (1) Annual replacement budgets based on replacing 1% of distribution piping per year, 2% of hydrants per year, and 5% of water meters per year. The City is planning to conduct a water rate study in 2018 (CIP Project No. 3) to evaluate rate structure and levels to support the necessary costs of operating and maintaining the water system. Capital Project Funding Sources The City currently intends to fund the majority of capital improvements identified in the CIP through water rates and fees. Potential exceptions include large capital projects such as the water storage tank projected for the year 2025 and the water treatment facility projected for 2035-2038. Several potential funding sources are available for these types of water system projects including the IDEQ Drinking Water Revolving Loan Fund, the USDA Rural Development Program, and the Department of Commerce Community Development Block Grant Program. These funding sources should be investigated further during the planning phase for these large capital projects. In addition, these programs should be taken into consideration during the Water Rate Study that the City is planning to conduct in 2018. SPF Water Engineering, LLC Page 84 City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN 9. REFERENCES City of McCall, Capital Improvement Program Update, SPF Water Engineering, December 5, 2012. City of McCall Water Master Plan, 2008 Addendum, CH2M Hill Corporation, October 30, 2008. City of McCall Water System Master Plan, 2001 Revision, Holladay Engineering Company, December 20, 2001. Idaho Rules for Public Drinking Water Systems, Idaho Administrative Procedures Act, Section 58.01.08. International Fire Code, International Code Council, Incorporated, 2015 Edition. McCall in Motion, McCall Area Transportation Master Plan, Public Draft, September 2017. McCall in Motion, McCall Area Comprehensive Plan, Volumes 1-6, 2017. Water Meters: Selection, Installation, Testing and Maintenance, Fifth Edition, American Water Works Association (AWWA), 2012. SPF Water Engineering, LLC Appendix A City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN APPENDIX A: WATER FACILITY DATA CITY OF McCALL WATER & WASTEWATER CERTIFICATIONS The following individuals are certified with the State Board of Idaho Bureau of Occupational Licenses: License # Expiration Date Responsible Charge (RC) Brinkley, Levi Drinking Water Distribution I (03/04) Drinking Water Treatment I (06/00) Wastewater Collection I (06/01) DWD1-13043 DWT1-10232 WWC1-10231 5-21-18 5-21-18 5-21-18 Dellwo, Matthew Drinking Water Treatment Operator-III (3/15) Wastewater treatment operator III (6/15) Wastewater Treatment operator/land application (7/10) DWT3-20316 WWT3-20470 WWTLA- 17415 10-2-18 10-2-18 10-2-18 RC – Water Treatment LaFay, Stacy Wastewater treatment Operator III (7/14) Drin king Water Treatment Operator lll (10/14) Wastewater Treatment Land Application Drinking Water Distribution Operator II (9/17) WWT3-19524 DWT3-20039 WWTLA- 18718 DWD2-21651 8-13-18 8-13-18 8-13-18 8-13-19 Substitute RC – Water Treatment Substitute RC – Water Distribution Jessen, Duane Wastewater collection Operator 1(8/12) Drinking Water Distribution Operator I (4/12) WWC1-18381 DWD1-18870 10-18-18 10-18-18 Mohler, Kurt Wastewater Collection Operator III (3/2015) Drinking Water Distribution Operator II (1-15) WWC3-20402 DWD2-20118 5-15-18 5-15-18 RC – Water Treatment Bauer, Richard Wastewater Collection Operator 1(12/13) Drinking Water Distribution Operator 1(11/14) WWCI-19552 DWD1-19860 6-1-18 6-1-18 Lee, Michael Water Distribution Operator 3 Water Treatment Operator 3 (Both of the above certifications are through the State of California Water Resources Control Board) 34548 30540 *Certified licenses in the State of California, endorsement by the IBOL is pending Summary: Location: Latitude:44 °54 '44.52 " Longitude:116 °5 '50.98 " Ground Elevation:5,005 ft Equipment Elevation:5,010 ft Pump 1:hp:50 Model: Nominal Flow:861 gpm VFD?:No Pump 2:hp:75 Model: Nominal Flow:1,265 gpm VFD?:No Pump :hp:75 Model: Nominal Flow:1,265 gpm VFD?:No Legacy Beach Raw Water Pump Station Legacy Beach has three intake pumps and an emergency power generator. The pump station has a prechlorination system that chlorinates water to reduce algae growth between the intake and the Water Treatment Plant. The booster station feeds into a 10-inch pipe to the Water Treatment Plant. Legacy Park - E Lake St. SPF Water Engineering, LLC 608.0160 1 The City of McCall Water Master Plan Legacy Beach Raw Water Pump Station SPF Water Engineering, LLC 608.0160 2 The City of McCall Water Master Plan Summary: Location: Latitude:44 °55 '19.81 " Longitude:116 °5 '34.25 " Ground Elevation:5,000 ft Equipment Elevation:5,005 ft Pump 1:hp:40 Model: Nominal Flow:695 gpm VFD?:No Pump 2:hp:60 Model: Nominal Flow:695 gpm VFD?:No Pump :hp:75 Model: Nominal Flow:868 gpm VFD?:No Davis Beach Raw Water Pump Station Davis Beach has three intake pumps. The pump station is located along the Payette Lake at Davis Beach and can be accessed through a small trail off Lick Creek Road. The pump station is not used in winter because of limited access. The pump station does not have a flow meter or a back up generator. Davis Beach Park - Hemlock St. and E Lake St. SPF Water Engineering, LLC 608.0160 3 The City of McCall Water Master Plan Davis Beach Raw Water Pump Station SPF Water Engineering, LLC 608.0160 4 The City of McCall Water Master Plan Summary: Location: Latitude:44 °54 '47.02 " Longitude:116 °4 '12.32 " Ground Elevation:5,125 ft Pump 1 (to tank):hp:75 Model:Ingersoll-Dresser 12M75-4, 3 Stage, 1,800 rpm Nominal Flow:640 gpm VFD?:No Pump 2 (to tank):hp:75 Model:Ingersoll-Dresser 12M75-4, 3 Stage, 1,800 rpm Nominal Flow:640 gpm VFD?:No Pump 3 (distribution):hp:60 Model:Ingersoll-Dresser 12M75-4, 3 Stage, 1,800 rpm Nominal Flow:800 gpm VFD?:No Pump 4 (distribution):hp:60 Model:Ingersoll-Dresser 12M75-4, 3 Stage, 1,800 rpm Nominal Flow:800 gpm VFD?:No Pump 5 (distribution):hp:75 Model:Ingersoll-Dresser 12M90-4, 3 Stage, 1,800 rpm Nominal Flow:1,100 gpm VFD?:Yes Pump 6 (distribution):hp:75 Model:Ingersoll-Dresser 12M90-4, 3 Stage, 1,800 rpm Nominal Flow:1,100 gpm VFD?:Yes Water Treatment Plant There are six water pumps at the WTP that provide water to the Upper Pressure Zone and the Eastside Tank. Four water pumps at the WTP provide water to the Upper Pressure Zone from the clearwell. These pumps have different capacities that provide various combinations to supply the distribution system with the desired flow rate. The four pumps are operated to maintain a pressure of 88 psi outside the treatment plant. Two water pumps at the WTP deliver water to the Eastside tank through a designated 12-inch. The water treatment plant has backup power. Lichen Ln SPF Water Engineering, LLC 608.0160 5 The City of McCall Water Master Plan Water Treatment Plant SPF Water Engineering, LLC 608.0160 6 The City of McCall Water Master Plan Water Treatment Plant SPF Water Engineering, LLC 608.0160 7 The City of McCall Water Master Plan Water Treatment Plant - Pump Curves SPF Water Engineering, LLC 608.0160 8 The City of McCall Water Master Plan Water Treatment Plant - Pump Curves SPF Water Engineering, LLC 608.0160 9 The City of McCall Water Master Plan Summary: Location: Latitude:44 °54 '62.63 " Longitude:116 °3 '41.25 " Ground Elevation:5,426 ft Eastside Tank The Eastside tank has a volume of one million gallons and is supplied by two fixed-drive pumps through a designated 12-inch mainline from the water treatment plant. The tank suppplies domestic and fire flow demands to the east side of the water system. The tank was brought online in 2006 and has a diameter of 110-feet and a maximum height of 16-feet. It is the sole water source for the High and Aspen Ridge pressure zones. Northeast of High Pressure Zone SPF Water Engineering, LLC 608.0160 10 The City of McCall Water Master Plan Summary: Location: Latitude:44 °54 '44.94 " Longitude:116 °9 '22.41 " Ground Elevation:5,060 ft Westside Tank The Westside tank has a volume of 400,000 gallons and is fed by a designated 12-inch mainline from the West of River pressure zone. The tank suppplies domestic and fire flow demands to the west side of the water system. The tank was brought online in 2007 and has a diameter of 68-feet and a maximum height of 15-feet. This tank was designed for the Whitetail Development with limited storage available for fire flow peaking demands in the West of River pressure zone. Migratory Bridge Way SPF Water Engineering, LLC 608.0160 11 The City of McCall Water Master Plan Westside Tank SPF Water Engineering, LLC 608.0160 12 The City of McCall Water Master Plan Summary: Location: Latitude:44 °54 '43.08 " Longitude:116 °7 '46.01 " Ground Elevation:5,060 ft Equipment Elevation:5,063 ft Pump 1:hp:5 Model:Cornell 2.5YHB, 1800 RPM, 8" Impeller Nominal Flow:225 gpm VFD?:Yes Pump 2:hp:20 Model:Cornell 3YL, 1800 RPM, 10" Impeller Nominal Flow:550 gpm VFD?:Yes Pump 3 (Fire):hp:75 Model:Cornell 5YB, 3600 RPM, 7.5" Impeller Nominal Flow:1,490 gpm VFD?:Yes Knowles Booster Station Knowles Booster Station consists of of three pumps that provide domestic and fire supply from the Main pressure Zone (east of river) to the West of River Pressure Zone through a dedicated 12-inch pipe. Knowles Booster Station has a 150 KW backup generator. The BPS operates to maintain pressure of 80 psi. Lakeside Ave SPF Water Engineering, LLC 608.0160 13 The City of McCall Water Master Plan Knowles Booster Station SPF Water Engineering, LLC 608.0160 14 The City of McCall Water Master Plan Knowles Booster Station SPF Water Engineering, LLC 608.0160 15 The City of McCall Water Master Plan Summary: Location: Latitude:44 °54 '38.57 " Longitude:116 °9 '10.27 " Ground Elevation:5,098 ft Equipment Elevation:5,090 ft Pump 1:hp:15 Model:Goulds Pump, 4SV, 5-stage, 3500 rpm, Nominal Flow:100 gpm VFD?:No Pump 2:hp:15 Model:Goulds Pump, 4SV, 5-stage, 3500 rpm, Nominal Flow:100 gpm VFD?:No Osprey View Dr and Growley Ln Betsy's Pond Booster Station Betsey's Pond Booster Station consists of of two pumps that supply water from the West of River pressure zone to the Whitetail tank through a dedicated 12-inch supply pipe. The pumps operate based on the Whitetail tanks levels with a discharge pressure of approximately 60 to 64 psi. The pumps operate at a 91% efficiency. The Booster Station does not require a back-up generator because there is adequate capacity and it does not not directly supply domestic or fire flow. SPF Water Engineering, LLC 608.0160 16 The City of McCall Water Master Plan Betsy's Pond Booster Station SPF Water Engineering, LLC 608.0160 17 The City of McCall Water Master Plan Betsy's Pond Booster Station SPF Water Engineering, LLC 608.0160 18 The City of McCall Water Master Plan Summary: Location: Latitude:44 °54 '43.19 " Longitude:116 °9 '28.75 " Ground Elevation:5,425 ft Equipment Elevation:5,430 ft Pump 1:hp:1.5 Model:Goulds 1SV, 5 Stage, 3500 rpm Nominal Flow:15 gpm VFD?:Yes Pump 2:hp:5 Model:Goulds 3SV, 4 Stage, 3500 rpm Nominal Flow:50 gpm VFD?:Yes Pump :hp:5 Model:Goulds 3SV, 4 Stage, 3500 rpm Nominal Flow:50 gpm VFD?:Yes Pump 4 (Fire):hp:100 Model:Goulds AC Series 8100 Model 8X8X17F Nominal Flow:1,500 gpm VFD?:No This Booster Station is the only source supplying the WT Phase 2, Zone 1 Pressure Zone. The station includes 4 pumps; a jockey pump, two demand pumps, and a fire pump. The BPS has a 474 kW backup generator. Lichen Ln Westside Booster Station SPF Water Engineering, LLC 608.0160 19 The City of McCall Water Master Plan Westside Booster Station SPF Water Engineering, LLC 608.0160 20 The City of McCall Water Master Plan Westside Booster Station SPF Water Engineering, LLC 608.0160 21 The City of McCall Water Master Plan Westside Booster Station - Pump Curve SPF Water Engineering, LLC 608.0160 22 The City of McCall Water Master Plan Westside Booster Station - Pump Curve SPF Water Engineering, LLC 608.0160 23 The City of McCall Water Master Plan SPF Water Engineering, LLC Appendix B City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN APPENDIX B: WATER SYSTEM SUSTAINABILITY SPF Water Engineering, LLC Appendix B City of McCall 608.0160 December 8, 2017 WATER MASTER PLAN The City of McCall has undertaken efforts to incorporate sustainable practices in its operations and maintenance plans and procedures and in this Water Master Plan. Current city practices that support sustainability of the system include the following: 1. The City maintains a drinking water system capital replacement fund to which the City regularly contributes. 2. Consumption-based pricing for water. The current rate structure includes a base charge and a consumption charge. The City is planning to conduct a rate study after the Water Master Plan is complete to evaluate future rate structures to support the Capital Improvement Plan and ensure that water rates are set to fund the full cost of water delivery and encourage conservation. 3. The City utilizes and maintains a system wide Supervisory Control and Data Acquisition (SCADA) system. As noted in the Capital Improvement Plan in Section 8, the City is planning a complete upgrade of the SCADA system in 2018-2019 to update the system and provide more control and data acquisition features. The following sustainability practices are addressed in this Water System Master Plan: 1. Investigate replacing existing broken water meters, upgrading to smart meters, or installing leak detection equipment. The City installed water meters for all connections starting in 1995. Since that time, they have verified the accuracy of a sample of the residential meters in 2005 and found no change in the accuracy of the meters from installation. In recent years the City has started to replace the original meters, and the Capital Improvement Plan includes $40,300 annually to replace approximately 160 meters. This constitutes replacement of 5% of system meters per year to maintain a 20-year meter life cycle. AWWA Manual of Water Supply Practices M6 for Water Meters, recommends an ongoing testing program for meters, especially for larger meters as errors in their registration has a greater effect on revenues. The City has a meter testing and replacement program for water meters 1 ½” and larger. replacing the older irrigation meters with more accurate meters to provide a more accurate measure of low flows. The City is planning, as part of their conservation program, to install meters on the remaining unmetered water uses. This will provide the City with another tool for identifying unaccounted for water use. 2. Investigate energy savings from enhanced use of Variable Frequency Drives (VFDs). The Capital Improvement Plan includes a project to investigate and install variable frequency drive (VFD) motor upgrades at the Legacy Park Pump Station. These pumps convey raw water from Payette Lake to the water treatment plant. Currently the flow rate is controlled by adjusting a jet valve at the treatment plant. In discussions with staff it was reported that the valve is set at approximately 10-15% open during lower flow in the winter and approximately 30-40% open during the summer. The pumps were originally designed to supply full capacity of the treatment plant at 6.0 mgd, and at that flow rate over 200 feet of head is required to overcome elevation and SPF Water Engineering, LLC Appendix B City of McCall 608.0160 December 8, 2017 WATER MASTER PLAN friction losses. The plant currently operates at an average of 1.1 mgd up to a peak day of 2.8 mgd and requires approximately 100 feet of head. Installing VFD at the pump station would result in lower power consumption. The first step in the project will be field testing of the pumps to create pump curves for analysis of VFD operation. 3. Trenchless or low-impact construction technology. Trenchless pipeline construction is a method of installing, repairing and replacing underground waterline with fewer trenches. Some examples of this construction method include tunneling, boring, jacking, pipe bursting, horizontal directional drilling, and coating and lining systems. Trenchless pipeline construction has the advantage of an environmentally friendly activity with less disruption, a smaller affected area, and minimum excavation. The greatest benefit for trenchless pipeline construction for water distribution pipe installation is in situations where it is undesirable to cut through pavement or to close portions of a roadway such as busy roadways and highways, roadways with new pavement, crossing of rail lines, or crossing of waterways. Cost and life-cycle costs is often the most important selection criteria. Things to take into consideration when evaluating trenchless pipeline construction projects include: • Existing services, valves, and fire hydrants that have to be reconnected • Existing utilities, or rock can interfere or become a problem • Pipe burst usually allows for one increase in size pipe but no greater SPF Water Engineering, LLC Appendix C City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN APPENDIX C: HYDRAULIC MODEL Service Layer Credits: Sources: Esri, HERE, DeLorme, TomTom, Intermap, increment P Corp., G!5 G!5 G!5 G!5 G!5 G!5 G!5 G!5 G!5 G!5 G!5 G!5 G!5 G!5 G!5 G!5 G!5 G!5 !Ö !Ö !Ö !Ö !Ö !Ö !Ö !Ö !Ö2WB 2WA 8WB 8WA7WB 7WA 9WB9WA 4WB 4WA 6WB 6WA 5WB5WA 3WB 3WA 1WB 1WA 8F 2F 7F 9F 6F 4F 5F3F 1F ¹ Legend !Ö Hydrant Test Locations G!5 Monitoring Hydrants Hydrants (8-1-12) McCall Pipelines Hydrant Flow Test Locations McCall Water Master Plan 0 0.50.25 Miles Service Layer Credits: Sources: Esri, HERE, DeLorme, Intermap, increment P Corp., GEBCO, G!5 G!5 G!5 G!5 G!5 G!5 G!5 G!5 G!5 G!5 G!5 !Ö !Ö !Ö 8WB 8WA 8WC 5,6,8WD 6WB 6WA 5WB5WA 5,6,8WE5WC 8F 6F 5F 6WCN 3rd StMission StSta te Hwy 55 Park St Sta te Hwy 55 Scn Floyd St SeyorBitterroot Dr E Deinhard Ln N S am s o n T r l Forest St Davis AveE Lake StThula StWooley Ave DivotFloyde St Colorado St Lake St Mill Rd1st StSpring Mountain BlvdFireweed Dr Stibnite St E Mather R d S Samson TrlReedy Ln Idaho St W Lake St Alpine StEagle DrE Dienhard Ln Majestic View DrThompson Ave S 3rd S t Roosevelt AveHemlock St Cedar Ln Fir StLouisa AveSmi t t y A v e Birdie DrFox Ridge LnPonderosa St4th St2nd St Brady DrAnn StHelmich StSpruce St Mc Ginnis St Wanda Ave Koski Dr Camas Pl Pine St State StPar LnLenora St Douglas DrRailroad AveCommerce StPenstemen Pl Hewitt St Timm St Aspen Ri d g e L n Quakie LnDeinhard Ln Cross Rd McCall AveWa r d S t Aspen Aly Buckboard WayColumbine Pl McBride St Spruce Ave Alpine St NBroken Rein Rd Fairway DrStibnite StBrundage DrDivot LnSaddle Horn Ln Heavens Gate CtDawsonPlacid St Sunset St Syringa DrFirewood Dr Brunda g e R d L p Bridle Path Way Wooley Wayslip Shot DrLawrence DrCamp Pi n e W o o d Sand Wedge Ct Rice StBrown CtWi ldhorse DrBlackwell AveStibnite St Fir St Aspen Ridge LnN 3rd S t Railroad AveS Samson TrlSpring Mountain BlvdTimm St ¹ Legend !Ö Hydrant Test Locations G!5 Monitoring Hydrants Hydrants_172016 streets McCall Pipelines Hydrant Flow Test Locations - October 2016 McCall Water Master Plan 0 0.20.1 Miles Flow Rate (gpm) Flow Rate at 20 psi Pressure @ 1,500 gpm Stc. PSI HGL (ft) (model)Nozzle PSI HGL (ft) (model)Elevation Stc. PSI HGL (ft) (model)Rsdl. PSI HGL (ft) (model)Elevation Stc. PSI HGL (ft) (model)Rsdl. PSI HGL (ft) (model)Elevation 1 604 n/a n/a 56 5,158.81 15 5,117.81 5,102.81 62 5150.06 60 5148.06 5,088.06 60 5137.59 45 5138.44 5,093.44 2 680 n/a n/a 72 5,133.09 19 5,080.09 5,061.09 76 5121.8 62 5107.8 5,045.80 70 5057.7 53 5130.59 5,077.59 3 698 2053 46 79 5,081.33 20 5,022.33 5,002.33 75 5078.31 64 5067.31 5,003.31 80 5105.42 71 5058.7 4,987.70 5 732 1926 38 68 5,087.96 23 5,042.96 5,019.96 74 5088.2 65 5079.2 5,014.20 65 5132.91 60 5085.42 5,025.42 6 795 n/a 49 43 5,122.55 14 5,093.55 5,079.55 58 5103.38 49 5094.38 5,045.38 53 5072.76 45 5112.91 5,067.91 7 643 1614 27 75 5,085.99 26 5,036.99 5,010.99 74 5081.85 66 5073.85 5,007.85 75 5136.31 65 5084.76 5,019.76 8 825 1691 27 54 5,120.44 17 5,083.44 5,066.44 56 5110.92 56 5110.92 5,054.92 50 5075.08 45 5106.31 5,061.31 9 584 1378 12 69 5,089.93 28 5,048.93 5,020.93 70 5090.97 60 5080.97 5,020.97 65 65 59 5084.08 5,025.08 Flow Rate (gpm) Flow Rate at 20 psi Pressure @ 1,500 gpm Stc. PSI HGL (ft) (model)Rsdl PSI HGL (ft) (model)Elevation Stc. PSI HGL (ft) (model)Rsdl. PSI HGL (ft) (model)Elevation Stc. PSI HGL (ft) (model)Rsdl. PSI HGL (ft) (model)Elevation 1 604 n/a n/a 58 5,160.81 49 5,151.81 5,102.81 62 5150.06 56 5144.06 5,088.06 65 5158.44 55 5148.44 5,093.44 2 680 n/a n/a 76 5,137.09 55 5,116.09 5,061.09 83 5128.8 66 5111.8 5,045.80 69 5146.59 56 5133.59 5,077.59 3 698 n/a n/a 87 5,089.33 75 5,077.33 5,002.33 80 5083.31 72 5075.31 5,003.31 92 5079.7 83 5070.7 4,987.70 5 732 n/a n/a 79 5,098.96 75 5,094.96 5,019.96 79 5093.2 75 5089.2 5,014.20 77 5102.42 73 5098.42 5,025.42 6 795 n/a n/a 54 5,133.55 51 5,130.55 5,079.55 69 5114.38 67 5112.38 5,045.38 59 5126.91 57 5124.91 5,067.91 7 795 n/a n/a 83 5,093.99 77 5,087.99 5,010.99 84 5091.85 78 5085.85 5,007.85 79 5098.76 75 5094.76 5,019.76 8 643 n/a n/a 62 5,128.44 57 5,123.44 5,066.44 64 5118.92 62 5116.92 5,054.92 60 5121.31 58 5119.31 5,061.31 9 825 n/a n/a 79 5,099.93 74 5,094.93 5,020.93 79 5099.97 74 5094.97 5,020.97 77 5102.08 73 5098.08 5,025.08 Flowing Hydrant Flow Test Hydrant WA WB Simulated WA WB Flow Test Hydrant Flowing Hydrant Hydrant Tests - June 22, 2016 Flow Rate (gpm) Flow Rate at 20 psi Pressure @ 1,500 gpm Stc. PSI HGL (ft) (model)Nozzle PSI HGL (ft) (model)Elevation Stc. PSI HGL (ft) (model)Rsdl. PSI HGL (ft) (model)Elevation Stc. PSI HGL (ft) (model)Rsdl. PSI HGL (ft) (model)Elevation 5 732 2398 57 83 5,061.09 22 5,041.96 5,019.96 85 5099.2 84 5098.2 5,014.20 78 5145.91 76 5,101.42 5,025.42 6 584 n/a 105 53 5,061.09 13.5 5,093.05 5,079.55 70 5115.38 69 5114.38 5,045.38 62 5123.31 62 5,129.91 5,067.91 8 662 1167 -4 60 5,061.09 18 5,084.44 5,066.44 65 5119.92 64 5118.92 5,054.92 56 5,117.31 46 5107.31 5,061.31 Flow Rate (gpm) Flow Rate at 20 psi Pressure @ 1,500 gpm Stc. PSI HGL (ft) (model)Nozzle PSI HGL (ft) (model)Elevation Stc. PSI HGL (ft) (model)Rsdl. PSI HGL (ft) (model)Elevation Stc. PSI HGL (ft) (model)Rsdl. PSI HGL (ft) (model)Elevation 5 732 n/a n/a 84 5,061.09 77 5,096.96 5,019.96 84 5098.2 78 5092.2 5,014.20 82 5149.91 75 5100.42 5,025.42 6 584 n/a n/a 58 5,061.09 53 5,132.55 5,079.55 73 5118.38 68 5113.38 5,045.38 63 5124.31 58 5125.91 5,067.91 8 662 n/a n/a 67 5,061.09 59 5,125.44 5,066.44 71 5125.92 65 5119.92 5,054.92 65 5,126.31 59 5120.31 5,061.31 Flow Test Hydrant Flowing Hydrant WA WB (test 8 - 8C) Hydrant Tests - November, 29, 2016 Simulated Hydrant Tests - November, 29, 2016 Flow Test Hydrant Flowing Hydrant WA WB (test 8 - 8C) !?!? !?!? !? !?!? !?!? !?!? !?!? !?!? !?!? !?!? !?!? !? !? !? !?!?!?!?!?!?!? !?!? !?!? !?!? !? !? !? # # # Text Whitetail Tank and Booster Station Knowles Road BPS Eastside Tank WTP and Booster Pump Station Betsy's Pond BPS 96 83 87 89 77 98 85 80 97 72 90 76 69 81 72 85 55 65 87 88 55 64 83 80 6564 62 63 65 58 62 58 80 94 83 92 9193 94 93 94 70 62 77 91 84 84 90 96 9593 98 94 77 83 7778 73 70 84 79 81 95 94 89 90 88 90 8289 67 96 58 80 78 53 59 68 86 84 95 94 98 68 84 95 81 92 85 85 51 79 84 87 69 91 71 68 73 82 92 82 91 87 70 95 78 84 80 79 77 80 80 83 85 73 82 82 77 86 98 9493 83 76 93 91 59 57 79 53 65 66 89 70 68 92 63 9589 97 76 37 69 65 62 92 82 97 87 69 110 110 103 113 121 107 102 107 105 105 116 102 126 125 127 122 103 105 107 112 112 104 111 104 100 102 118 135 164 107 104 101 100 54 79 87 92 71 89 7878 58 79 72 67 70 84 84 72 82 90 84 80 84 90 89 85 86 89 77 88 80 83 80 74 83 90 90 8990 73 81 80 77 79 84 74 73 78 69 62 62 61 67 64 83 78 58 61 51 77 72 79 78 55 66 65 70 77 89 88 87 87 92 67 70 69 72 71 70 69 68 95 77 96 77 78 77 77 82 80 80 76 74 71 75 7475 75 73 56 59 96 96 78 90 57 56 59 56 8790 9055 88 87 81 78 80 76 80 75 74 66 59 64 59 56 82 67 74 92 70 70 55 71 61 37 59 86 686594 6960 71 86 57 80 76 68 65 6163 6062 66 68 71 74 75 70 70 70 78 75 76 73 71 66 75 77 75 74 71 75 8688 92 95 95 83 85 72 84 83 82 84 85 91 88 87 91 84 83 79 69 79808183 83 82 81 81 81 81 81 81 81 83 82 8383 82 8383 83 83 83 83 82 82 8282838484 88 85 84 84 84 83 82 81828383 8484 89 82 73 55 70 72 9794 61 88 89 83 70 94 81 97 8282 68 76 94 67 83 82 88 74 82 84 96 92 86 68 73 71 86 77 82 73 58 74 72 74 72 82 65 57 77 84 91 90 69 78 80 70 85 59 89 88 80 89 76 81 92 80 79 75 80 83 83 69 81 65 59 85 75 85 76 91 81 67 82 54 89 76 68 63 53 91 71 84 80 77 67 83 81 65 53 80 79 80 76 85 91 72 96 8588 85 64 77 78 84 66 87 86 83 70 60 77 77 76 78 6966 83 7674 74 7683 70 85 84 79 80 77 85 7879 91 80 76 67 73 73 54 7274 60 89 90 71 70 65 64 81 74 71 7677 96 75 82 81 81 78 79 83 84 82 83 59 81 63 60 84 84 84 64 82 79 49 75 82 85 73 73 76 66 70 74 79 71 6868 93 84 84 87 73 84 72 59 73 8183 51 78 90 71 78 82 75 70 74 79 84 56 86 86 70 8080 72 87 64 74 59 74 84 77 71 85 84 83 89 84 73 76 67 86 88 75 72 55 53 79 67 68 88 85 88 7688 85 81 86 80 80 71 69 86 S t a t e H w y 5 5 Elo RdSta te Hwy 55 ScnW L a k e S t Mission StS Samson TrlLick Creek Rd W Mountain Rd N 3rd StS 3rd S t Forest S t Davis AveCrowley LnPark St E Deinhard LnLichen LnMoonridge DrWarren Wagon RdBoydstun StFloyd StSeyorMather R d Coy RdSheila Dr Sheila Ln N S a m s o n T r l E Lake St Knights RdThula StWhite Tail Dr Ridge RdFlynn Ln Conifer Ln Wooley Ave Rio Vista BlvdDivotMigratory RidgeFloyde St Ern e s t o D r Ellis RdWright RdPilgrim Cove RdKrahn Ln Chipmunk Ln Ilka Ln John AldenLake St Valley Rim RdMcCall AveSpring M o u nt ai n Bl v dBear Basin RdMill RdSundance Dr1st StBuckskin TrlUniversity DrChad L o o p Herrick StMe a d o w R d Cedar LnFairway Dr White Tail Ln C h a d D r Red Ridge RdShady LnRim Dr Club R d Stockton Dr Gun Hill R d Stibnite St EFox Fair CtCarico RdFish Lake RdSpring Mountain Ranch BlvdIdaho St Spring Mt BlvdAlpine StEagle DrPl y m o u t h R d E Dienhard Ln Majestic View DrEvergreen D r Crescent Boydstun LnOld Brundage Mtn RdHayes St Roosevelt AveClub Hill BlvdHewitt St Jacob StAppaloosa TrlHemlock St M e a d o w s R d Song Sparrow CtFir StCrescent DrLouisa AveHitefiel LnSmitty AveCece WayRowland StMountain M e a d o w D r Valley View Ln Birdie DrLakeside Ave Wisdom RdGladys LnPonderosa StMay RdW Valley Rd Sunny W a y 4th StN Club Hill Rd2nd StMarywood DrAllen AveBrady DrGabi Ln C Way Lp Stockton CtLakeview AveWhitefield LnCommerce StAnn StMiles Standi s h R d Osprey View CtCrescent Rim Rd Morgan Dr Helmich StAspen Lo o p Williams Creek LoopBurns R d River Ranch RdCarm e n D rLittle Bear RdN Club Hill Blvd State Park RdWhite Bark RdKnowles RdSpruce St Mc Ginnis St Wanda Ave Koski DrSuitor Ln EGamble RdSha d y L n L p Pine S t State StPar LnPinedale St Pine Terrace Dr Lenora StHwy 55Blue Jay DrJasper DrNorwood RdNat For Dev Rd 451Cee Way Lp Verita StKaren St Pine CirQua k e r Timm St Timber Ridge CtQuakie LnTimber CirBay Colt WayDeinhard LnStone LnSwanie WayJulies RdLardo StBlackberr y L o o p Turkey Cross RdN View DrGinney WayWard StPaul Bunyan RdChr i s L n Aspen AlyHubbard DrBuckboard WayLakeridge DrAspen Ridge LnMcBride StHelmichChula Rd Alpine St NWoody Dr Dawson AveKasper StRingel StSamson Ct Scott St Stibnite StHarrington PlNordic CirBrundage DrRomine Dr Yew Wood St Mile High DrHill LnAgate St Divot LnCarico Ct Park R e s i d e n c e R d Hamell Ln University LnQuail Rd T J LoopDawsonBrentwood St Ironwood St Veronica St Placid StHoneysuckleChipmunk Syringa DrRiver St Camp RdLemonwood St Merrywoo d D r Firewood Dr Aspen StNeal StOakwood DrHaymaker PlVista LnDriftwood St Chokecherry L o o p Forest Trails Dr Veronica LnIndustrial Loop Fernwood St Fairway LoopHeadquarters RdGrove StZachary RdBrownwood RdLawrence DrWoodhaven CtFlynn Ln EUnname StGreenwood RdE Side Rd Clements RdCamp Pine WoodDeer Forest DrHalf Moon Ln Oakwood RdGladys St Boydstun LoopBrown CtOwen Dr Wildhorse DrForest Cove Rd D'La Shaye LoopPilgrim Cove Meadow Lak e C t Opal St N View Dr Davis AveStibnite StWhite Bark RdE Deinhard L n Hayes St Ann StS Samson TrlC l u b H i l l B l v d N 3 r d S t Miles Sta n di s h R d Chad LoopE Lake StA g a t e S t S u n d a n c e D r Ch a d D r 1st St1st St Spring Mountain BlvdSun d a n c e D r Mead o w s R d Ward StBuckskin TrlChad D rRim DrMigratory RidgeMeadows RdVerita StChad LoopFir StWhite Tail LnShady LnMorgan DrMigratory RidgeState Park RdEsri, HERE, DeLorme, MapmyIndia, © OpenStreetMap contributors, and the GIS user community ¹0 0.4 0.80.2 Miles Available Fire Flow with 1,500 Tank Elevations The City of McCall, Idaho Legend !?Check Valves !?PRVS Water Mainlines (in)Pressure Zones Aspen Ridge High Main River's crossing and River Ranch Upper WT Phase 2 Zone 1 WT Phase 2 Zone 2 WT Phase 2 Zone 3A WT Phase 2 Zone 3B West of River 4 6 8 10 12 16 Static Pressure (psi) < 20 20 - 39.9 40 - 99.9 >100 !?!? !?!? !? !?!? !?!? !?!? !?!? !?!? !?!? !?!? !?!? !? !? !? !?!?!?!?!?!?!? !?!? !?!? !?!? !? !? !? # # # Text Whitetail Tank and Booster Station Knowles Road BPS Eastside Tank WTP and Booster Pump Station Betsy's Pond BPS 0 0 188 188 186 189 185 186 185 186 187 189 172 151 141 159 165 189 470 694 714 673 909695 957 674 172 895 829 890 600 161 746 178 187 470 154 470 929744 578 558 978 184 826 901 889 966 1870 1870 1868 1907 2000 1910 1924 1945 2001 1970 1890 1865 1875 1875 1875 1869 1847 1848 1874 1874 1874 1874 1874 1874 1650 24992900 2760 2750 2624 2069 2124 1938 1061 2403 2190 1596 1310 1055 2968 1878 1528 19821878 2035 2041 2079 2152 17612003 1816 1729 2116 1943 1704 2081 2063 2005 1958 1892 1875 1875 1875 18751875 1875 1875 1870 18701840 1875 1870 1768 1870 1870 1358 1333 1988 1931 1945 2517 1055 2074 1759 1304 1991 2982 2978 1048 1486 1878 2862 1052 1761 1897 2011 2151 1798 1686 2212 2128 2146 2126 2034 2051 2090 1880 1842 1055 2948 1215 1213 1923 1456 1870 2900 2704 1874 1058 1048 2948 1058 29482970 2927 1874 3393 2632 20101515 1904 1058 1920 2009 1921 1878 853 886 550 730 679 410 504 671 469 298 849 846 720 692 740731 574 184 980 823 656 680 390 373 466 184 218 470 835 468 2088 2161 1372 2203 2162 20412041 2468 2748 2475 1053 1461 1055 2782 3184 1056 1946 1117 1794 1189 2251 2507 1661 1397 2932 2940 2091 1844 1435 2549 2679 17091779 2286 2711 2207 2197 1920 2449 2423 2456 2533 2630 1327 1208 1808 1491 3277 1057 1599 1351 1990 2075 2888 2015 2280 1324 2219 1615 2103 2218 2227 2227 2211 1880 2218 1821 1880 1513 1698 1880 2219 2219 2219 2758 2210 2857 2860 2852 2850 1879 1880 2890 2896 1876 1876 2937 18761876 3067 2884 1686 1889 1878 2466 2508 2511 2525 21662134 21952503 2280 2164 2133 2141 2145 2144 2151 2151 2142 1840 1876 1994 1951 2710 2307 1582 2191 2216 2167 1755 1877 2397 1663 1721 166333331627 18532711 3367 1721 1745 2120 2125 2136 2088 20762065 17541843 2000 2014 2014 2013 2182 2119 2115 1626 1931 2206 2024 2027 2067 1942 1740 2136 2206 1959 24242424 1686 2452 2472 1751 1745 2180 1042 1715 1709 2210 1989 2327 2318 1825 1559 2217 2217 2217221621891875 2139 2147 2163 2163 1680 1702 2163 2041 2163 2044 21641581 17211585 1774 2164 2163 2162 2161 2160 21612161216221622163 1049 2163 2163 2162 2162 2162 2162216221622163 21632163 2617 3217 1410 1779 1472 15792218 2341 1186 2163 2055 2219 2022 1658 18802158 2217 2149 2220 2012 2163 2347 2754 2208 1849 2091 2163 2894 2173 2020 1876 2949 2370 1875 1708 1876 3066 2099 2163 1794 1219 1351 1939 2404 2217 1057 3297 2144 1311 1600 2330 1437 1880 2804 2013 2676 2505 2163 2895 2605 2163 1875 2127 3220 1879 1957 1871 1718 3281 1745 2860 2160 2160 1877 1059 2560 2818 2933 2221 2820 1595 2815 2736 1058 2857 1057 2156 2161 2214 2347 2213 2975 2085 2769 2676 2040 1737 21552155 2248 1515 2189 1739 2403 2193 2094 2223 1054 3013 1056 2206 2204 2445 20182029 2164 15173290 2907 24092422 2253 1047 2013 1877 2884 1880 2491 18802897 1866 2161 2220 2289 2170 2197 1055 22532306 2127 2583 2640 1880 1934 1057 1879 1779 2182 1879 23552397 2211 2400 2139 1051 2225 2865 2587 2210 1054 2108 2145 1092 2160 1581 1347 2167 2163 1979 1955 1879 2190 2741 1045 2634 2572 1447 2819 2480 1057 2028 2217 22172220 1803 2832 2823 2427 1964 2322 1555 2457 18792163 2384 2437 1808 29021875 1879 2253 2055 1793 1922 1879 2442 1053 10552156 1056 1055 1761 2088 2833 2172 1057 2138 2479 1055 1721 1056 2175 1974 2423 1879 1052 2368 1998 1996 2485 1880 1880 2068 2207 2220 1055 2123 18301880 1055 2119 1880 2163 1995 1994 1056 S t a t e H w y 5 5 Elo RdSta te Hwy 55 ScnW L a k e S t Mission StS Samson TrlLick Creek Rd W Mountain Rd N 3rd StS 3rd S t Forest S t Davis AveCrowley LnPark St E Deinhard LnLichen LnMoonridge DrWarren Wagon RdBoydstun StFloyd StSeyorMather R d Coy RdSheila Dr Sheila Ln N S a m s o n T r lE Lake StKnights RdThula StWhite Tail Dr Ridge RdFlynn Ln Conifer Ln Wooley Ave Rio Vista BlvdDivotMigratory RidgeFloyde St Ern e s t o D r Ellis RdWright RdPilgrim Cove RdKrahn Ln Ilka Ln John AldenLake St Valley Rim RdMcCall AveSpring M o u nt ai n Bl v dBear Basin RdMill RdSundance Dr1st StBuckskin TrlUniversity DrChad L o o p Herrick StMe a d o w R d Cedar Ln Fairway Dr White Tail Ln C h a d D r Red Ridge RdShady LnRim Dr Club R d Stockton Dr Gun Hill R d Stibnite St EFox Fair CtCarico RdFish Lake RdIdaho St Spring Mt BlvdAlpine StEagle DrPl y m o u t h R d E Dienhard Ln Majestic View DrEvergreen D r Crescent Boydstun LnOld Brundage Mtn RdHayes St Roosevelt AveClub Hill BlvdHewitt St Jacob StAppaloosa TrlM e a d o w s R d Song Sparrow CtFir StCrescent DrLouisa AveHitefiel LnSmitty AveCece WayRowland StValley View Ln Birdie DrWisdom RdGladys LnPonderosa StMay RdW Valley Rd Sunny W a y 4th StN Club Hill Rd2nd StMarywood DrAllen AveBrady DrGabi Ln C Way Lp Stockton CtLakeview AveWhitefield LnCommerce StAnn StMiles Standi s h R d Osprey View CtCrescent Rim Rd Morgan Dr Helmich StAspen Lo o p Williams Creek LoopBurns R d Carm e n D rLittle Bear RdN Club Hill Blvd State Park RdWhite Bark RdKnowles RdMc Ginnis St Wanda AveGamble RdSha d y L n L p Pine St State StPar LnPinedale St Pine Terrace DrHwy 55Blue Jay DrJasper DrNorwood RdNat For Dev Rd 451Cee Way Lp Verita StKaren St Pine CirQua k e r Timber Ridge CtTimber CirDeinhard LnStone LnJulies RdLardo StBlackberr y L o o p Turkey Cross RdN View DrGinney WayWard StPaul Bunyan RdChr i s L n Aspen AlyHubbard DrBuckboard WayLakeridge DrAspen Ridge LnMcBride StHelmichChula Rd Dawson AveKasper StRingel StSamson Ct Scott St Virginia BlvdHarrington PlNordic CirBrundage DrRomine Dr Yew Wood St Mile High DrHill LnAgate St Divot LnCarico Ct Park R e s i d e n c e R d University LnQuail Rd T J LoopDawsonBrentwood St Ironwood St Veronica St Placid StHoneysuckleChipmunk Syringa DrRiver St Camp RdLemonwood St Merrywoo d D r Firewood Dr Aspen StNeal StOakwood DrHaymaker PlVista LnDriftwood St Chokecherry L o o p Forest Trails Dr Veronica LnIndustrial Loop Fernwood St Grove StBrownwood RdWoodhaven CtFlynn Ln EUnname StGreenwood RdE Side Rd Clements RdCamp Pine WoodDeer Forest DrHalf Moon Ln Oakwood RdGladys St Boydstun LoopRice St Owen Dr Forest Cove RdPilgrim Cove Meadow Lak e C t Opal St S Samson TrlN View Dr State Park RdChad Loop E Deinhard L n Sun d a n c e D r Ch a d D r C l u b H i l l B l v d Migratory RidgeFir St Buckskin TrlHayes St 1st St Verita StS u n d a n c e D r 1st StWard StSpring Mountain BlvdDavis AveChad D rRim DrMigratory RidgeMeadows RdWhite Bark RdChad LoopMead o w s R d White Tail LnShady Ln Miles Sta n di s h R d Morgan DrEsri, HERE, DeLorme, MapmyIndia, © OpenStreetMap contributors, and the GIS user community ¹0 0.4 0.80.2 Miles Available Fire Flow with 1,500 Tank Elevations The City of McCall, Idaho Legend !?Check Valves !?PRVS Available Fire Flow (gpm) < 1,000 1,000 - 1,499 1,500 - 2,500 > 2,500 Water Mainlines (in)Pressure Zones Aspen Ridge High Main River's crossing and River Ranch Upper WT Phase 2 Zone 1 WT Phase 2 Zone 2 WT Phase 2 Zone 3A WT Phase 2 Zone 3B West of River 4 6 8 10 12 16 SPF Water Engineering, LLC Appendix D City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN APPENDIX D: MASTER PIPE IMPROVEMENT LIST Pipe Diameter (in)Pipe Material Pipe Length (ft)Age Street Location Existing Low Fire Flow (gpm) Priority Level (5- High, 1-Low) Estimated Replacement Cost1 4 190 Oldest 50+ Years Brown Dr 468 5 35,000 4 CIP 1,162 Oldest 50+ Years Burns Rd / Mather Rd 656 5 211,000 4 CIP 1,314 Oldest 50+ Years Mather Rd 730 5 238,000 4 Transite 1,570 Oldest 50+ Years N 3rd St 184 4 285,000 4 CIP 235 Oldest 50+ Years Sunset St 184 4 43,000 4 CIP 620 Oldest 50+ Years Alpine St 390 4 113,000 4 CIP 562 Oldest 50+ Years University Ln 574 4 102,000 4 CIP 1,030 Oldest 50+ Years University Ln 574 4 187,000 6 CIP 934 Oldest 50+ Years Davis Ave 574 4 170,000 4 CIP 792 Oldest 50+ Years Hubard Dr 673 4 144,000 4 CIP 292 Oldest 50+ Years Romine Dr 673 4 53,000 4 CIP 263 Oldest 50+ Years Romine Dr 673 4 48,000 4 CIP 268 Oldest 50+ Years Hayes St 744 4 49,000 4 CIP 256 Oldest 50+ Years Hayes St 744 4 47,000 4 CIP 182 Oldest 50+ Years Hayes St 744 4 33,000 4 CIP 740 Oldest 50+ Years Saddlehorn Ln 846 4 134,000 6 CIP 1,354 Oldest 50+ Years W Forest St 1117 4 246,000 4 CIP 856 Oldest 50+ Years Mather Rd 1311 4 155,000 6 CIP 1,208 Oldest 50+ Years W Forest St 1351 4 219,000 6 DI 689 Oldest 50+ Years Davis Ave 4 125,000 6 DI 625 Oldest 50+ Years Davis Ave 4 114,000 6 CIP 640 Oldest 50+ Years Davis Ave 4 116,000 4 CIP 458 Oldest 50+ Years Washington St 373 3 83,000 4 CIP 1,107 Oldest 50+ Years Timm St / Alpine St 410 3 201,000 4 CIP 400 Oldest 50+ Years Diamond St 466 3 73,000 4 CIP 306 Oldest 50+ Years Boydstun Loop 470 3 56,000 4 CIP 394 Oldest 50+ Years River St 470 3 72,000 4 CIP 309 Oldest 50+ Years Allen Ave 504 3 56,000 4 1,075 Oldest 50+ Years Brundage Dr 550 3 195,000 6 CIP 264 Oldest 50+ Years Warren Wagon Rd 558 3 48,000 6 CIP 180 Oldest 50+ Years Westshore Pl 578 3 33,000 4 CIP 464 Oldest 50+ Years Sunset St 671 3 84,000 4 CIP 622 Oldest 50+ Years Alpine St 679 3 113,000 4 CIP 895 Oldest 50+ Years Burns Rd / Mather Rd 680 3 162,000 6 CIP 1,248 Oldest 50+ Years Warren Wagon Rd 694 3 226,000 4 CIP 787 Oldest 50+ Years Jasper Dr 695 3 143,000 6 CIP 675 Oldest 50+ Years Boydstun Ln 714 3 123,000 4 CIP 1,399 Oldest 50+ Years E Lake St 720 3 254,000 6 CIP 1,726 Oldest 50+ Years Timber Cir 731 3 313,000 6 CIP 774 Oldest 50+ Years Timber Cir 731 3 141,000 6 PVC 2,606 Oldest 50+ Years Waste Water Treatment Plant 746 3 472,000 4 CIP 2,365 Oldest 50+ Years Rio Vista Blvd 829 3 429,000 6 CIP 424 Oldest 50+ Years Boydstun Ln 890 3 77,000 6 CIP 866 Oldest 50+ Years Warren Wagon Rd 895 3 157,000 4 CIP 360 New Hayes St 929 3 66,000 6 CIP 351 Oldest 50+ Years Warren Wagon Rd 957 3 64,000 6 CIP 349 Oldest 50+ Years Owen Dr 966 3 64,000 6 CIP 1,861 Oldest 50+ Years Buckboard Way / Broke Rein Rd / Bay Colt Way 1208 3 337,000 4 CIP 877 Oldest 50+ Years W Lake St 1215 3 159,000 4 878 Oldest 50+ Years Idaho St 3 159,000 4 DI 317 Oldest 50+ Years 2nd St 3 58,000 4 DI 408 Oldest 50+ Years US Bank Alley 3 74,000 4 DI 394 Oldest 50+ Years Thrift Store Alley 3 72,000 6 PVC 169 Oldest 50+ Years 2nd St 3 31,000 8 DI 322 Oldest 50+ Years 1st St 3 59,000 8 PVC 499 Oldest 50+ Years E Park St 3 91,000 8 DI 239 Oldest 50+ Years 1st St 3 44,000 4 CIP 624 Oldest 50+ Years Wooley Ave 3 114,000 4 CIP 707 Oldest 50+ Years State St 3 128,000 4 CIP 545 Oldest 50+ Years Cross Rd 3 99,000 4 CIP 499 Oldest 50+ Years Mather Rd 3 91,000 6 DI 719 Oldest 50+ Years 1st St 3 131,000 6 DI 759 Oldest 50+ Years Colorado St 3 138,000 6 DI 296 Oldest 50+ Years 1st St 3 54,000 6 DI 178 Oldest 50+ Years Hemlock St 3 33,000 6 DI 142 Oldest 50+ Years 1st St 3 26,000 6 CIP 803 Oldest 50+ Years Washington St 3 146,000 Pipe Upgrade Priority List Pipe Diameter (in)Pipe Material Pipe Length (ft)Age Street Location Existing Low Fire Flow (gpm) Priority Level (5- High, 1-Low) Estimated Replacement Cost1 Pipe Upgrade Priority List 6 DI 638 Oldest 50+ Years Hemlock St 3 116,000 6 197 New Ponderosa State Park Loop 835 2 36,000 6 633 New Ponderosa State Park Loop 835 2 115,000 6 332 New Ponderosa State Park Loop 835 2 61,000 6 279 New Ponderosa State Park Loop 835 2 51,000 6 89 New Ponderosa State Park Loop 835 2 17,000 4 PVC 852 Old 20+ Years Aspen Alley 849 2 155,000 4 DI 1,149 Old 20+ Years Hewitt St 886 2 208,000 6 PVC 508 Old 20+ Years Whipkey St 889 2 92,000 8 PVC 500 New Herrick St 901 2 91,000 8 C900 694 New Boydstun St 909 2 126,000 6 PVC 1,191 Old 20+ Years SVC Road 980 2 216,000 6 C900 240 Oldest 50+ Years Dawson Ave 1045 2 44,000 6 PVC 510 Oldest 50+ Years Cece Way 1052 2 93,000 6 CIP 272 Oldest 50+ Years Suiter Ln 1054 2 50,000 6 CIP 1,188 Oldest 50+ Years W Lake St / Warren Wagon Rd 1061 2 216,000 6 CIP 376 Oldest 50+ Years Warren Wagon Rd 1061 2 69,000 4 CIP 619 Oldest 50+ Years Gamble Rd 1186 2 113,000 6 CIP 675 Oldest 50+ Years W Lake St 1213 2 123,000 6 CIP 1,097 Oldest 50+ Years Knowles Rd 1213 2 199,000 6 CIP 2,430 Oldest 50+ Years McGinnis St 1219 2 440,000 4 CIP 918 Oldest 50+ Years Mather Rd 1372 2 167,000 6 CIP 1,742 Oldest 50+ Years Bay Colt / Bridle Path Way / Buckboard Way 2 316,000 6 CIP 1,293 Oldest 50+ Years Davis Ave 2 235,000 6 CIP 497 Oldest 50+ Years Davis Ave 2 90,000 6 CIP 620 Oldest 50+ Years Davis Ave 2 113,000 6 CIP 533 Oldest 50+ Years Davis Ave 2 97,000 6 CIP 711 Oldest 50+ Years Wildhorse Dr 2 129,000 4 323 New Whitetail - Unnamed Road 1055 1 59,000 6 413 New Whitetail - Unnamed Road 1055 1 75,000 8 PVC 143 Old 20+ Years Ponderosa Ave 1 26,000 4 CIP 192 Oldest 50+ Years Alley off N Mission St 1 35,000 4 CIP 565 Oldest 50+ Years Between Cammy and Cross 1 103,000 4 CIP 329 Oldest 50+ Years Spruce St 1 60,000 4 CIP 444 Oldest 50+ Years Wanda Ave 1 81,000 4 CIP 292 Oldest 50+ Years Louisa Ave 1 53,000 4 CIP 867 Oldest 50+ Years Floyde St 1 157,000 4 CIP 263 Oldest 50+ Years Ringle St 1 48,000 4 CIP 528 Oldest 50+ Years Moore Ave 1 96,000 4 GAL 615 Oldest 50+ Years Carico Ct 1 112,000 4 CIP 2,133 Oldest 50+ Years Cee Way Loop 1 387,000 4 CIP 810 Oldest 50+ Years Gabi Ln 1 147,000 4 1,076 Oldest 50+ Years W Lake St 1 195,000 4 CIP 482 Oldest 50+ Years Ringel St 1 88,000 4 Transite 274 Oldest 50+ Years Reedy Ln 1 50,000 4 CIP 1,046 Oldest 50+ Years N Samson Trl 1 190,000 4 CIP 268 Oldest 50+ Years Allen Ave 1 49,000 4 CIP 218 Oldest 50+ Years Spruce St 1 40,000 4 CIP 327 Oldest 50+ Years Spruce St 1 60,000 4 CIP 384 Oldest 50+ Years Shore Lodge 1 70,000 4 CIP 173 Oldest 50+ Years Neal St 1 32,000 4 CIP 792 Oldest 50+ Years High School 1 144,000 4 CIP 349 Oldest 50+ Years Cammy Dr 1 64,000 4 CIP 576 Oldest 50+ Years N 3rd St 1 105,000 4 CIP 139 Oldest 50+ Years Cammy Dr 1 26,000 6 CIP 1,334 Oldest 50+ Years E Lake St 1 242,000 6 CIP 625 Oldest 50+ Years Ann St 1 114,000 6 CIP 1,520 Oldest 50+ Years Lick Creek Rd 1 276,000 6 CIP 539 Oldest 50+ Years Between N Samson Trl and McGinnis St 1 98,000 6 CIP 666 Oldest 50+ Years N Samson Trl 1 121,000 6 CIP 1,401 Oldest 50+ Years Evergreen Dr 1 254,000 6 CIP 252 Oldest 50+ Years Spruce Ln 1 46,000 6 CIP 278 Oldest 50+ Years Pine Cir 1 51,000 6 CIP 468 Oldest 50+ Years Woody Dr 1 85,000 6 850 Oldest 50+ Years Fairway Loop 1 154,000 6 CIP 4,349 Oldest 50+ Years Pilgrim Cove to Shady Ln Loop 1 788,000 6 CIP 698 Oldest 50+ Years Cece Way 1 127,000 Pipe Diameter (in)Pipe Material Pipe Length (ft)Age Street Location Existing Low Fire Flow (gpm) Priority Level (5- High, 1-Low) Estimated Replacement Cost1 Pipe Upgrade Priority List 6 CIP 2,349 Oldest 50+ Years Ernesto Dr / Gena Way 1 426,000 6 CIP 663 Oldest 50+ Years Ernesto Dr 1 121,000 6 CIP 222 Oldest 50+ Years W Lake St 1 41,000 6 CIP 255 Oldest 50+ Years Pinedale St 1 47,000 6 CIP 1,116 Oldest 50+ Years Carmen Dr 1 202,000 6 CIP 541 Oldest 50+ Years Ernesto Dr 1 98,000 6 CIP 448 Oldest 50+ Years Pinedale St 1 82,000 6 562 Oldest 50+ Years Between Ernesto Dr and Gena Way 1 102,000 6 CIP 398 Oldest 50+ Years Smitty Ave 1 73,000 6 CIP 257 Oldest 50+ Years Smitty Ave 1 47,000 6 CIP 663 Oldest 50+ Years Davis Ave 1 121,000 6 CIP 175 Oldest 50+ Years Pine Cir 1 32,000 6 DI 1,081 Oldest 50+ Years Wanda Ave 1 196,000 6 1,104 Oldest 50+ Years Shady Ln Loop 1 200,000 6 CIP 257 Oldest 50+ Years Lick Creek Rd 1 47,000 6 CIP 1,102 Oldest 50+ Years Lick Creek Rd 1 200,000 6 CIP 690 Oldest 50+ Years Davis Ave 1 125,000 6 DI 389 Oldest 50+ Years E Lake St 1 71,000 6 DI 401 Oldest 50+ Years Lenora St 1 73,000 6 CIP 416 Oldest 50+ Years Boydstun Loop 1 76,000 6 CIP 345 Oldest 50+ Years Rowland St 1 63,000 6 CIP 374 Oldest 50+ Years Rowland St 1 68,000 6 CIP 329 Oldest 50+ Years Rowland St 1 60,000 6 CIP 861 Oldest 50+ Years Evergreen Dr 1 156,000 6 DI 371 Oldest 50+ Years Lenora St 1 68,000 6 DI 301 Oldest 50+ Years E Lake St 1 55,000 6 CIP 210 Oldest 50+ Years Rowland St 1 39,000 8 CIP 973 Oldest 50+ Years Reedy Ln 1 177,000 8 CIP 1,521 Oldest 50+ Years Fairway Dr 1 276,000 8 CIP 1,461 Oldest 50+ Years Suiter Ln 1 265,000 8 CIP 377 Oldest 50+ Years Reedy Ln 1 69,000 8 CIP 359 Oldest 50+ Years Suiter Ln 1 65,000 8 CIP 1,344 Oldest 50+ Years Lick Creek Rd 1 244,000 Total 117,120 Total $21,287,000 1 Cost estimates are calculated from linear-foot estimates shown in Table 36. SPF Water Engineering, LLC Appendix E City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN APPENDIX E: WATER RIGHTS DOCUMENTS IN THE DISTRICT COURT OF THE FIFTH JUDICIAL DISTRICT OF THE STATE OF IDAHO, IN AND FOR THE COUNTY OF TWIN FALLS 2000 OCT 31 PH 02:00 DISTRICT COURT· SRBA TWIN FALLS CO., IDAHO FILED------ ln Re SRBA PARTIAL DECREE PURSUANT TO I.R.C.P. 54Cb) FOR Water Right 65·10344 ) ) ) __________ ) Case No. 39576 NAHE AND ADDRESS: CITY OF MC CALL PO BOX 2720 BOISE, ID 83701 SOU RCE: BIG PAYETTE LAKE QUANTITY: 5.13 CFS PRIORITY DATE: 06/01/1918 POINT OF DIVERSION: T18N R03E S04 LOT 03 C SWSE) S08 LOT 02 C SENW) S09 LOT 02 C NESW) PURPOSE AND PERIOD OF USE: PUR POSE OF USE M1r1i ci pal TRIBUTARY: PAYETTE RIVER, NORTH FORK Within Valley CO\.l'l ty PERIOD OF USE 01-01 TO 12·31 QUANTITY 5. 13 CFS PLACE OF USE: OTHER PROVISIONS NECESSARY FOR DEFINITION OR ADMINISTRATION OF THIS WATER RIGHT: THIS PARTIAL DECREE IS SUBJECT TO SUCH GENERAL PROVISIONS NECESSARY FOR THE DEFINITION OF THE RIGHTS OR FOR THE EFFICIENT ADM INISTRATION OF THE WATER RIGHTS AS MAY BE ULTIMATELY DETERMINED BY THE COURT AT A POINT IN TIME NO LATER THAN THE ENTRY OF A FINAL UNIFIED DECREE. I.C. SECTION 42-1412(6). RULE 54(b) CERTIFICATE With respect to the issues determined by the above judgmen t or order, it is hereby CERTIFIED, in accordance with Rule 54Cb), I.R.C.P., that the court has determined that there is no just reason for delay of the entry of a final judgment and that the court has and does hereby direct that the above judgmen t or order shall be a final judgment upon which execution 11&y issue and an appe al may be taken vided by¡ the Idaho Appe llate Rules. Barry Wo Adnlnistrative District Judg e Presiding Judg e of the Snake River Basin Adjudication SRBA PARTIAL DECREE PURSUANT TO I.R.C.P. 54Cb) Water Right 65-10344 PAGE 1 Oct-31-2000 IN THE DISTRICT CClJ RT OF THE FIFTH JUD ICIAL DISTRICT OF THE STATE OF IDAHO, IN AND FOR THE COUNTY OF TWIN FALLS 2000 OC T 31 PM 02:00 DISTRICT CClJ RT · SRBA TWIN FALLS CO., IDAHO FILED~~~~~~ ln Re SRBA Case No. 395 76 PARTIAL DECREE PURSUANT TO 1.R.C.P. 54(b) FOR Water Right 65·10345 NAM E AND AD DRESS: CITY OF MC CA LL PO BO X 2n o BOISE, ID 83 701 SCXJ RCE: BIG PAYETTE LAKE QU ANTI TY : 2.31 CFS PRIOR ITY DATE: 06 /01/1968 PO INT OF DIVERSION : T18N R03E S04 LOT 03 SWS E) SOB LOT 02 C SENW) S09 LOT 02 C NESW) PURPOS E AND PERIOO OF USE: PURPO SE OF USE Mll'l icipa l TRIBUTARY: PAYETTE RIVE R, NORTH FORK Within Valley CO\.l'l ty PERIOD OF USE 01·01 TO 12·31 QUANTIT Y 2.31 CFS PLACE OF USE: OTHER PROV ISIONS NECESSARY FOR DEFINITION OR AD MINISTRATION OF THIS WA TER RIGHT: THIS PARTIAL DECREE IS SUBJECT TO SUCH GENERA L PROV ISIONS NECESSARY FOR THE DEFINITIOM OF THE RIGHTS OR FOR THE EFFICIENT AD MINISTRA TION OF THE WATER RIGHTS AS MA Y BE ULTIMA TELY DETERMINED BY THE COU RT AT A POINT IN TIME NO LATER THAN THE ENTRY OF A FINAL UNIFIED DECREE. J.C. SECTION 42·1412(6). RULE 54Cb) CERTIFICATE With respe ct to the issue s determ ined by the abo ve jud gmen t or order, it is hereby CERTIFIED, in accorda nce with Rule 54Cb), I.R.C.P., that the cou rt has de termined that there is no just reason for da lay of the entry of a final jud gme nt and that the cou rt has and doe s hereby direc t that the abo ve jud gmen t or orde r shall be a fina l judgmen t upon wh ic h execution ma y iss ue and an appe al ma y be taken ov ided the Ida o Appe llate Rules . rry Wood Adn inistrative District Judge Presiding Jud ge of the snake River Basin Adjud ication SRBA PARTIAL DECREE PURSUANT TO I.R.C.P. 54Cb) Water Right 65·10345 PAGE 1 Oct·31·200 0 IN THE DISTRICT CCXJ RT OF THE FIFTH JUD ICIAL DISTRICT OF THE STATE OF IDAHO, IN AND FOR THE CCXJ NTY OF TWIN FALLS 2000 NOV 03 PM 02:00 DISTRICT COUll T · SRBA TWIN FALLS CO ., IDAHO FILED------- ln Re SRBA PARTIAL DECREE PURSU ANT TO I.R.C.P. 54Cb) FOR Water Righ t 65·12607 ) ) ) __________ > cas e No. 395 76 NAM E AND AD DRESS: CIT Y OF MC CA LL PO eox 2no BO ISE , ID 83 70 1 SCXJ RCE: BIG PAYETTE LAKE QUANTIT Y: 3.88 CFS PRIOR IT Y DATE: 03/29 /1983 POINT OF DIVERSION : T18N R03E S04 LOT 03 C SWSE) SOS LOT 02 C SENW) S09 LOT 02 C NESW) PU RPOS E AN D PERIOD OF USE: PU RPOS E OF USE Mwi icipa l TRIBU TARY: PAYETTE RIVE R, NOR TH FOR K Within Valley CO\M'l ty PERIOD OF USE 01·01 TO 12·31 QUAN TIT Y 3.88 CFS PLACE OF USE: OTHER PROV ISION S NECESSARY FOR DEFINITION OR AD MINISTRATION OF THIS WA TER RIGHT: THE AVAILABILITY OF WATER FOR THIS RIGHT IS SUB JECT TO ALL PRIOR WATER RIGHTS OF LAKE RESERVOIR C<l4PANY. THIS PARTIAL DECREE IS SU BJECT TO SUCH GENERA L PROV ISION S NECESSARY FOR THE DEFINITION OF THE RIGHTS OR FOR THE EFFICIENT AD MINISTRA TION OF THE WATER RIGHTS AS MA Y BE ULTIMA TELY DETERM INED BY THE CCXJ RT AT A PO INT IN TIME NO LATER THA N THE ENTRY OF A FINAL UNIFIED DECR EE. !.C. SECTION 42·1412(6). RULE 54(b) CERTIFICA TE With respec t to the issue s determ ined by the abo ve judgmen t or orde r, it is hereby CERTIFIED, in accorda nc e with Rule 54Cb), l.R.C.P., that the cou rt has de termined that there is no just reason for de lay of the en try of a fina l jud gmen t and that the cou rt has and doe s hereby direc t that the~r,~,or orde r shall be a fina l ¡_.,, _. ""kh exeeut ien m,y houe ord ~ opp,,l m y bo token " ~l•to RulH, Barry Wood ~ Aân inistrative District Judge Presiding Judg e of the Snake River Basin Adjud ication SRBA PARTIAL DECREE PUR SU AN T TO I.R.C.P. 54(b) Water Right 65·12607 PAGE 1 Nov-01·2000 IRRIGATION WATER RIGHT DOCUMENTS State of Idaho Departm ent of Wate r Reso urces WATER RIGHT LICENSE WATER RIGHT NO. 65 -1 311 9 Priority: November 17, 1989 0.28 CFS 24.0 AF Maximum Diversion Rate: Maximum Diversion Volume: This is to certify, that MC CALL GOLF COURSE FOUNDATION PO BOX 187 MC CALL ID 83638 has complied with the terms and conditions of the permit, issued pursuant to Application for Permit dated November 8, 1989; and has submitted Proo f of Beneficial Use on August 12, 1992. An examination indicates that the works have a diversion capacity of 0.300 cfs of water from a GROU'H DWATER source, and a water right has been established as follows: BENEFtÇlAL USE IRRIGATION ANNUAL '{OLUME P1SRl0D OF USE RATE OF DIVERSION 04/lS to 10/15 0.28 CFS 24.0 AF LOCATION OF POINT (Sl OF DIY1B SJ9H : NENW , sec. 10, Township 18N, Range 03E VALLEY County ft.ACE OF USE: IRRIGATION TWN RGE SEC 18N 03E 10 ~ NENW 8 Total number of acres irrigated: B CONDITIONS OF APPROVAL AND REMARKS l. The maximum diversion volume is defined as the maximum allowable volume of water that may be diverted annually from the source under this right. The use of water confirmed by this right is limited to the amou nt which can act.u.ally be beneficially used. The maximum diveraion ~iuœe may be adjusted to more accurately describe the b&neficial use or to imp lement accepted standards of diversion and use efficiency. 2. This water right ie appurt.enar.t to the described place of use. 3. This right is subject to all prior water rights and may be forfeited by five years of non-use. 4. Modifications to or variance from this license must be made within the limits of Section 42-222, Idaho Code, or the applicable Idaho law. S. This right when combined with all other rights shall provide no more than .04 cfs per acre nor more than 3.0 afa per acre for the lands above. ,t r ... .. ~.., r,, r Act in 1 for 65-13119 2 State of Idaho Departm en t of Wate r Reso urces WATER RIGHT LICENSE WATER RIGHT NO. This license is issued pursuant to the provisions of Section 42-219, Idaho Code. Witness the seal and signature of the Director, affixed at Boise, this ~2'2':f d a y o f ¿t/o L,),~&t ß<Ç'/2.._ , 19 9s. ,.. "'y "'Y\t-> ' • I) State of Idaho Department of Water Resources Water Right License WATER RIGHT NO. 65-13476 Maximum Diversion Rate: Maximum Diversion Volume: 1.81 CFS 505.0 AF Priority: A ug ust 20 , 19 93 lt is he re by ce rt ifie d th at C ITY O F M C C A LL 216 EA S T PA R K ST M C C A LL ID 8363 8 ha s com p lied w ith the te rm s and co nd itio ns of th e pe rm it, issue d p ursuan t to A pplicatio n fo r Pe rm it d ated A u g ust 20 , 19 93 ; and ha s subm itt e d Pro of of Be ne fici a l U se on Se ptem be r 30 , 19 96 . A n e xa m inatio n co nfirm s w ater is dive rt ed from : SOURCE G R O U N D WA T E R and a w ater right ha s be en esta blishe d as fo llo w s: ANNUAL DIVERSION VOLUME 2 5 .0 A F 2 5 .0 A F 2 5 .0 A F 480 .0 A F BENEFICIAL USE PERIOD OF USE DIVERSION RATE D IV E R S IO N T O ST O R A G E 01/0 1 to 12 /31 1.8 1 C F S IR R IG A T IO N F R O M ST O R A G E 0 4/15 to 10/3 1 R E CR E A T IO N ST O R A G E 01/0 1 to 12 /31 IRR IG A T IO N ST O R A G E 01/0 1 to 12 /31 IR R IG A T IO N 04/15 to 10 /31 1.8 1 C F S LOCATION OF POINTS OF DIVERSION: G R O U N D WA T E R SW 1/4 S W 1/4 Se c. 3, T w p 18 N , R ge 03 E , B.M ., V A LLE Y C o unty G R O U N D W A T E R N W 1/4 N E 1/4 Se c. 10 , T w p 18 N , R ge 03E , B.M ., V A LL EY C ou n ty G R O U N D W A T E R N E 1/4 N W 1/4 Sec. 10 , T wp 18N, Rge 03E, B.M., VALLEY County PLACE OF USE: IR R IG A T IO N FR O M STORAGE Twp Rge Sec I NE I NW I SW I SE I 1 NE 1 NW 1 SW 1 SE 1 NE I NW 1 SW 1 SE 1 NE 1 NW I SW 1 SE 1 NE l NW 1 SW 1 SE 1 Totals 18N 03E 3 I I I 18.0 19.01 I 37.0 I I I I I 18N 03E 4 I I I I 20.01 20.0 I I I I I 18N 03E 9 I 1.0 I I I I 1.0 I I I I I 18N 03E 10 I 14.0 5.0 I 20.0 25.0 13.0 10.01 11.0 I 4.0 I 102.0 I I I I I T ota l A cres: 16 0 PLACE OF USE: R E C R E A T IO N ST O R A G E Twp Rge Sec I NE I NW I SW I SE I 1 NE i NW i SW I SE i NE i NW i SW i SE 1 NE 1 NW i SW l SE [ NE 1 NW 1 SW 1 SE 1 Totals 18N 03E 3 I I I X X I I I I I I I 18N 03E 10 I X X I I I I I I I I I Page 2 State of Idaho Department of Water Resources Water Right License WATER RIGHT NO. PLACE OF USE: IRRIGATION STORAGE 65-13476 Twp Rge Sec I NE I NW I SW I SE I l NE l NW l SW l SE l NE l NW l SW l SE l NE l NW l SW l SE l NE l NW l SW 1 SE l Totals 18N 03E 3 I I I X X I I I I I I I 18N 03E 10 I X X I I I I I I I I I PLACE OF USE: IRRIGATION Twp Rge Sec I NE I NW I SW I SE I l NE l NW l SW l SE l NE l NW l SW [ SE l NE l NW l SW l SE l NE l NW l SW l SE l Totals 18N 03E 3 I I I 18.o 19.01 I 37.0 I I I I I 18N 03E 4 I I I I 20.01 20.0 I I I I I 18N 03E 9 I 1.0 I I I I 1.0 I I I I I 18N 03E 10 I 14.0 5.0 I 20.0 25.o 13.0 10.0111.0 I 4.0 I 102.0 I I I I I To tal Acres: 160 CONDITIONS OF APPROVAL 1. Rights 65-13119, 65-13476 and 65-13796 when combined for irrigation purposes, shall not exceed a total diversion rate of 1.81 cfs, a total annual maximum diversion volume of 480.0 af at the field headgate, and the irrigation of 160 acres. 2. This right when combined with all other rights shall provide no more than 0.02 cfs per acre nor more than 3.0 afa per acre at the field headgate for irrigation of the place of use. 3. This right when combined with all other storage rights shall provide no more than 5.0 afa per acre at the field head gate for irrigation of the place of use. 4. The following rights are diverted through points of diversion described above: 65-13476 & 65-13796. Right No. 65-13119 is also diverted from point of diversion located in NENW, S1 O, T18N, R03E. 5. Recreation storage use is for fishing. 6. Rights 65-13476 and 65-13796 authorize the diversion of an annual total of6 5 acre feet to be used for the initial filling of multiple ponds (40 acre feet capacity) and for partial refill of the ponds (25 acre feet). Each right covers a portion of the capacity volume and a portion of the refill volume. Page 3 State of Idaho Department of Water Resources Water Right License WATER RIGHT NO. 65-13476 7. After specific notification by the Department, the right holder shall install a suitable measuring device or shall enter into an agreement with the Department to use power records to determine the amount of water diverted and shall annually report the information to the Department. 8. The issuance of this right does not grant any right-of-way or easement across the land of another. This license is issued pursuant to the pro visions of Section 42-219, Idaho C ode. The w ater right confirm ed by this license is subject to all prior water rights and shall be used in accordance with Idaho law and applicable rules of the Department of Water Resources . .µ.. Signed this __i_k_ day of .Janooy , 2014. ~~ Western Regional Manager State of Idaho D epart m ent of Water Resources Water Rig tit License WATER RIGHT NO. 65-13796 Prio rity: June-29, 1998 Maximum Diversion Rate: Maximum Diversion Volume: 1.81 CFS 520.0 AF lt is hereby certified that CITY OF MC CALL 216 EAST PARK ST MC CALL ID 83638 has complied with the terms and conditions of the permit, issued pursuant to Application for Permit dated June 29, 1998; and has submitted Proof of Beneficial Use on November 18, 2003. An examination confirms water is diverted from: SOURCE GROUND WATER and a water right has been established as follows: ANNUAL BENEFICIAL USE PERIOD OF USE DIVERSION RATE DIVERSION VOLUME IR R IG A T IO N FR O M ST O R A G E 0 4/15 to 10 /31 40 .0 AF R E CR E A T IO N ST O R A G E 01/0 1 to 12 /31 40 .0 A F D IV E R S IO N T O ST O R A G E 01/0 1 to 12 /31 1.8 1 C F S IRR IG A T IO N ST O R A G E 01/0 1 to 12 /31 40 .0 A F IRR IG A T IO N 0 4/15 to 10 /31 1.8 1 C F S 480 .0 A F LO C A T IO N OF PO INT S O F DIVER SIO N : G R O UN D WA T E R G R O U ND WA T E R G R O UN D W A T E R PLA C E O F USE: SW 1/4 S W 1/4 Se c. 3, T w p 18 N , R g e 0 3 E , B.M ., V A LL E Y C o unty N W 1/4 N E 1/4 Se c. 10 , T w p 18 N , R ge 0 3 E , B.M ., V A LLE Y C o unty N E 1/4N W 1/4 Sec. 10 , T w p 18 N , R g e 0 3 E , B.M ., V A LL E Y C o unty IR R IG A T IO N F R O M ST O R A G E Twp Rge Sec I NE I NW I SW I SE I 1 NE 1 NW 1 SW 1 SE 1 NE 1 NW 1 SW 1 SE 1 NE 1 NW 1 SW 1 SE 1 NE l NW 1 SW l SE l Totals 18N 03E 3 I I I 18.0 19.01 I 37.0 I I I I I 18N 03E 4 I I I I 20.01 20.0 I I I I I 1 BN 03E 9 I 1.0 I I I I 1.0 I I I I I 18N 03E 10 I 14.0 5.0 I 20.0 25.0 130 10.0111.0 I 4.0 I 102.0 I I I I I T o tal A cres: 16 0 PL A CE O F U S E : R E C R E A T IO N ST O R A G E Twp Rge Sec I NE I NW I SW I SE I 1 NE 1 NW 1 SW 1 SE l NE 1 NW l SW 1 SE 1 NE l NW 1 SW l SE 1 NE 1 NW 1 SW j SE 1 Totals 1 BN 03E 3 I I I X X I I I I I I I 18N 03E 10 I X X I I I I I I I I I Page 2 State of Idaho Department of Water Resources Water Right WATER RIGHT NO. PLACE OF USE: IRRIGATION STORAGE License 65-13796 Twp Rge Sec I NE I NW I SW I SE I l NE l NW l SW l SE l NE i NW l SW l SE l NE i NW l SW i SE i NE i NW i SW l SE i Totals 18N 03E 3 I I I X X I I I I I I I 1 BN 03E 1 O I X X I I I I I I I I I PLACE OF USE: IRRIGATION Twp Rge Sec I NE I NW I SW I SE I l NE l NW i SW l SE i NE i NW l SW l SE i NE l NW l SW l SE i NE l NW l SW l SE [ Totals 18N 03E 3 I I I 18.0 19.0I I 37.0 I I I I I 18N 03E 4 I I I I 20.0¡ 20.0 I I I I I 18N 03E 9 I 1.0 I I I I 1.0 I I I I I 18N 03E 10 I 14.0 5.0 I 20.0 25.0 13.0 100¡ 11.0 I 4.0 I 102.0 I I I I I T otal A cres: 16 0 C O ND ITI O NS O F A PPR O VA L 1. R ights 6 5-13 119 , 65 -134 76 and 65-13 7 96 w h e n com b ine d fo r irrig atio n purp o ses, sha ll no t e xceed a total d ive rsio n rate of 1.8 1 cfs, a total annua l m axim u m d ive rsion vo lum e o f 480 .0 af a t th e field he adga te, a nd the irriga tio n of 16 0 a cres. 2. T his right w h e n co m b ine d w ith a ll o th e r rig hts sha ll p rovid e no m o re th a n 0 .0 2 cf s pe r acre no r m ore tha n 3 .0 afa pe r a cre at the fie ld headga te for irriga tio n of the la nds a bove . 3 . T his rig ht w h e n co m b ine d w ith a ll o th e r storage rights sha ll provide no m o re than 5.0 afa p er a cre at the fie ld he adga te fo r irriga tio n of th e p lace of use . 4. T h e follow ing rights a re d ive rt ed throu g h po ints o f dive rsio n de scrib ed above : 65-13 4 76 & 65-13 796 . R ight N o . 65-13 119 is a lso dive rt ed from po int o f d ive rsio n located in N E N W , S 1 O , T 18 N , R 03 E . 5 . R ecreation storag e use is for fishing . 6. R ig hts 6 5-13 4 76 and 65 -13 7 96 auth o rize the d ive rsio n o f a n annua l total o f 65 a cre feet to be used fo r th e initia l filling of m ultiple po nds (4 0 a cre fe et ca pacity) a nd fo r part ia l refill of th e p o nds (25 acre fee t). Each righ t cove rs a po rt io n of th e capacity volum e and a po rt io n of th e refill vo lum e . 7. A ft er sp ecific notificatio n by th e dep art m e nt, the rig ht ho lde r sha ll install a suitable m e asuring de vice or sha ll enter into an a gree m e nt w ith th e d e part m e nt to de te rm ine the a m o unt o f w ater d ivert ed fr om p o w e r re cord s a nd sha ll ann ua lly repo rt the info rm atio n to the de pa rt m e nt. Page 3 State of Idaho Department of Water Resources Water Right License WATER RIGHT NO. 65-13796 8. This right does not grant any right-of-way or easement across the land of another. 9. W hen or dered by the Director, the right holder shall provide m itigation acceptable to the Director to offset depletion of low er Snake River flows needed for migrating anadromous fish. The amount of water required for mitigation, which is to be released into the Snake River or a tributary for this purpose, w ill be determ ined by the Director based upon the reduction in flow caused by the use of w ater pursuant to this right. Any order of the D irector issued in accordance w ith this paragraph shall be in confo rm ance w ith applicable rules allow ing the right holder due process as the need fo r m itigation and the am ount of m itigation are determ ined. This license is issued pursuant to the provisions of Section 42-219, Idaho C ode. T he water right confirm ed by this license is subject to all prior w ater rights and shall be used in accordance w ith Idaho law and applicable rules of the D epartment of W ater Resources. µ... Signed this //p day of .Janu°)c:: , 2014. J~ W estern R egional M anager SPF Water Engineering, LLC Appendix F City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN APPENDIX F: CROSS CONNECTION CONTROL PROGRAM SPF Water Engineering F-1 City of McCall 608.0160 December 2017 WATER MASTER PLAN APPENDIX F CROSS CONNECTION CONTROL PROGRAM The City of McCall maintains a Cross Connection Control Program established by City Code Sections 5 and 8. Pertinent sections of City Code are presented below: 6-2-170: METER REQUIRED: All water service connections shall be metered with a water meter at or near the curb stop between the curb stop and the improvements on the premises, in a meter pit meeting the standard established by the Public Works Department, and equipped with a remote electronic data transmission device. (A) The City shall install meters on all existing services not currently metered. The owner of the premises to which the service is provided or to be provided shall permit City crews to enter the premises for purposes of making the installation at a reasonable time during City working hours; any owner who fails to cooperate with the City in this regard shall, at the option of the City, be subject to: 1. Disconnection of the service; or 2. Billing for the water service at twice the average bill for users of the same class and/or to prosecution. (B) All construction to which a service connection is made after the effective date hereof shall be equipped at the owner's expense with: 1. A water meter meeting City specifications located in the meter pit; and 2. A remote, electronic data transmission device also meeting City specifications. Such specifications shall be obtained from the Public Works Director. (C) All water use connections or taps to the user service shall be drawn downstream (on the user side) of the meter, including, but not limited to, lawn irrigation. Existing taps on services positioned upstream of the meter shall be modified at owner expense to comply with this subsection. (D) Cross-connections are strictly prohibited, and any service with a cross-connection or potential cross-connection shall be protected by a backflow prevention device acceptable to the Public Works Director. 8-8-3: CROSS-CONNECTIONS: No water service connection to any premises shall be installed or continued in use by the purveyor unless the water supply is protected by backflow prevention devices as may be required by this Chapter. The installation or maintenance of a cross-connection which will endanger the water quality of the potable water supply of the City shall be unlawful and is prohibited. Any such cross-connection now existing or hereafter installed is hereby declared to SPF Water Engineering F-2 City of McCall 608.0160 December 2017 WATER MASTER PLAN be a public nuisance and the same shall be abated. The control or elimination of cross- connections shall be in accordance with this Chapter, together with the latest addition of appropriate manuals of standard practice pertaining to cross-connection control approved by the Idaho State Department of Health. The Building Official shall have the authority to establish requirements more stringent than State regulations if he deems that the conditions so dictate. The purveyor shall adopt rules and regulations as necessary to carry out the provisions of this Chapter. 8-8-4: USE OF BACKFLOW PREVENTION DEVICES: (A) Backflow prevention devices shall be installed at the ties on the premises or the materials used in connection with service connection or within any premises where, in the judgment of the purveyor, the nature and extent of activities, or the materials stored on the premises, would present an immediate and dangerous hazard to health and/or be deleterious to the quality of the water should a cross-connection occur; even though such cross-connection does not exist at the time the backflow prevention devices shall be installed under circumstances including but not limited to the following: 1. Premises having an auxiliary water supply, unless the quality of the auxiliary supply is in compliance with Idaho State Department of Health regulations and is acceptable to the purveyor. 2. Premises having internal cross-connections that are not correctable, or intricate plumbing arrangements which make it impracticable to ascertain whether or not cross-connections exist. 3. Premises where entry is restricted so that inspections for cross-connections cannot be made with sufficient frequency or at sufficiently short notice to assure that cross- connections do not exist. 4. Premises having a repeated history of cross-connections being established or reestablished. 5. Premises on which any substance is handled under pressure so as to permit entry into the public water supply or where a cross-connection could reasonably be expected to occur. This shall include the handling of process waters and cooling waters. 6. Premises where materials of a toxic or hazardous nature are handled in such a way that if back siphonage should occur, a serious health hazard might result. 7. The following types of facilities will fall into one of the above categories where a backflow prevention device is required to protect the public water supply. A backflow prevention device shall be installed at these facilities unless the purveyor and Building Official determine that no hazard exists: (a) Hospitals, mortuaries, clinics (b) Laboratories SPF Water Engineering F-3 City of McCall 608.0160 December 2017 WATER MASTER PLAN (c) Metal plating industries (d) Piers and docks (e) Sewage treatment plants (f) Food or beverage processing plants (g) Chemical plants using a water process (h) Petroleum processing or storage plants (i) Radioactive material processing plants or nuclear reactors (j) Others specified by the Idaho State Department of Health 8. Other premises, as specified by the Building Official where backflow prevention devices are required to protect the public water supply. (B) The type of protective device required shall depend on the degree of hazard which exists: 1. An air-gap separation or a reduced pressure principal backflow prevention device shall be installed where the public water supply may be contaminated with sewage, industrial waste of a toxic nature, or other contaminant which could cause a health or system hazard. (a) In the case of a substance which may be objectionable but not hazardous to health, a double check valve assembly, air-gap separation, or a reduced pressure principal backflow prevention device shall be installed. (C) Backflow prevention devices required by this Chapter shall be installed at the meter, at the property line of the premises when meters are not used, or at a location designated by the purveyor. The device shall be located so as to be readily accessible for maintenance and testing, and furthermore, where no part of the device will be submerged. (D) Backflow prevention devices required by this Chapter shall be installed under the supervision of, and with the approval of the purveyor. (E) Any protective device required by this Chapter shall be a model approved by the Building Official. A double check valve assembly or a reduced pressure principal backflow prevention device will be approved if it has successfully passed performance tests of the University of Southern California Engineering Center or the testing laboratories satisfactory to the State of Idaho and the Building Official. These devices shall be furnished and installed by and at the expense of the customer. (F) Backflow prevention devices installed pursuant to this Chapter, except atmospheric vacuum breakers, shall be inspected and tested annually, or more often if necessary. Inspections, tests and maintenance shall be at the customer's expense. Whenever the devices are found to be defective, they shall be repaired, overhauled or replaced at the customer's expense. SPF Water Engineering F-4 City of McCall 608.0160 December 2017 WATER MASTER PLAN Inspections, tests, repairs and records thereof shall be accomplished under the purveyor's supervision by certified testers. (G) No underground sprinkling device will be installed without adequate backflow prevention devices at the point from which the water for irrigation is taken from the public water supply. (H) Failure of the customer to cooperate in the installation, maintenance, testing or inspection of backflow prevention devices required by this Chapter shall be grounds for the termination of water service to the premises, or, in the alternative, the installation of an air-gap separation at the customer's expense. 8-8-5: CROSS-CONNECTION INSPECTION: (A) No water shall be delivered to any structure hereafter built within the City or within areas served by City water until the same shall have been inspected by the purveyor for possible cross-connection and been approved as being free of same. (B) Any construction for industrial or other purposes which is classified as hazardous facilities pursuant to subsection 8-8-4(A)7 of this Chapter, where it is reasonable to anticipate intermittent cross-connections, or as determined by the Building Official shall be protected by the installation of one or more backflow prevention devices at the point of service from the public water supply or any other location designated by the purveyor. (C) Inspections shall be made periodically of all buildings, structures, or improvements of any nature now receiving water through the City's system, for the purpose of ascertaining whether cross-connections exist. Such inspections shall be made by the purveyor. 8-8-6: INSTALLATION PERMITS: If cross-connection control devices are found to be necessary, the owner of the property served must apply to the purveyor for a specific installation permit. 8-8-7: ADDITIONAL REMEDIES: In the event an improper cross-connection is not corrected within the time limit set by the Building Official or in the event the purveyor is refused access to any property for the purpose of determining whether or not cross-connections exist; delivery of water to the property shall cease until the deficiency is corrected to the purveyor's satisfaction. In addition, the purveyor may affect the necessary repairs or modification at the expense of the property owner and refuse delivery of water to the property until the cost thereof shall have been paid. SPF Water Engineering, LLC Appendix G City of McCall 608.0160 December 28, 2017 WATER MASTER PLAN APPENDIX G: ENVIRONMENTAL CONDITIONS Soil Map—Adams-Washington Area, Parts of Adams and Washington Counties, Idaho; and Valley Area, Idaho, Parts of Adams and Valley Counties Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/21/2017 Page 1 of 4496900049700004971000497200049730004974000497500049760004977000496900049700004971000497200049730004974000497500049760004977000563000564000565000566000567000568000569000570000571000572000573000574000575000576000577000578000 563000 564000 565000 566000 567000 568000 569000 570000 571000 572000 573000 574000 575000 576000 577000 578000 44° 56' 38'' N 116° 12' 24'' W44° 56' 38'' N116° 0' 39'' W44° 52' 1'' N 116° 12' 24'' W44° 52' 1'' N 116° 0' 39'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0 2000 4000 8000 12000 Feet 0 500 1000 2000 3000 Meters Map Scale: 1:41,600 if printed on B landscape (17" x 11") sheet. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Adams-Washington Area, Parts of Adams and Washington Counties, Idaho Survey Area Data: Version 13, Sep 13, 2017 Soil Survey Area: Valley Area, Idaho, Parts of Adams and Valley Counties Survey Area Data: Version 15, Sep 11, 2017 Your area of interest (AOI) includes more than one soil survey area. These survey areas may have been mapped at different scales, with a different land use in mind, at different times, or at different levels of detail. This may result in map unit symbols, soil properties, and interpretations that do not completely agree across soil survey area boundaries. Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Sep 4, 2012—Nov 15, 2016 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Soil Map—Adams-Washington Area, Parts of Adams and Washington Counties, Idaho; and Valley Area, Idaho, Parts of Adams and Valley Counties Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/21/2017 Page 2 of 4 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 19 Blackwell clay loam, 0 to 5 percent slopes 2.0 0.0% 20 Bluebell cobbly loam, 5 to 35 percent slopes 118.6 1.1% 193 Swede loam, 4 to 12 percent slopes 15.7 0.1% 195 Ticanot very cobbly loam, 4 to 65 percent slopes 104.9 0.9% Subtotals for Soil Survey Area 241.1 2.1% Totals for Area of Interest 11,274.7 100.0% Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 2 Archabal loam, 2 to 4 percent slopes 100.0 0.9% 3 Archabal loam, 4 to 12 percent slopes 1,549.8 13.7% 4 Archabal loam, 12 to 20 percent slopes 55.0 0.5% 5 Blackwell clay loam 411.5 3.6% 6 Blackwell mucky silt loam 147.6 1.3% 8 Bluebell cobbly loam, 5 to 35 percent slopes 315.9 2.8% 12 Cabarton silty clay loam 5.5 0.0% 16 Donnel sandy loam, 0 to 2 percent slopes 225.0 2.0% 17 Donnel sandy loam, 2 to 4 percent slopes 363.0 3.2% 18 Donnel sandy loam, 4 to 12 percent slopes 1.3 0.0% 20 Duston sandy loam, 0 to 2 percent slopes 196.9 1.7% 21 Duston sandy loam, 2 to 4 percent slopes 0.0 0.0% 22 Gestrin loam, 0 to 2 percent slopes 313.2 2.8% 23 Gestrin loam, 2 to 4 percent slopes 164.2 1.5% 25 Jugson coarse sandy loam, 5 to 30 percent slopes 285.6 2.5% 26 Jugson coarse sandy loam, 30 to 60 percent slopes 96.5 0.9% 27 Jurvannah sandy loam 9.1 0.1% Soil Map—Adams-Washington Area, Parts of Adams and Washington Counties, Idaho; and Valley Area, Idaho, Parts of Adams and Valley Counties Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/21/2017 Page 3 of 4 Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 28 Kangas coarse sandy loam 527.6 4.7% 29 Kangas fine gravelly loamy coarse sand 456.8 4.1% 31 McCall complex, 5 to 50 percent slopes 3,519.1 31.2% 34 Melton loam 229.5 2.0% 37 Nisula loam, 4 to 12 percent slopes 5.0 0.0% 38 Nisula loam, 12 to 20 percent slopes 13.7 0.1% 40 Pits, gravel 11.8 0.1% 47 Roseberry coarse sandy loam 398.4 3.5% 56 Swede silt loam, 12 to 20 percent slopes 280.2 2.5% 58 Tica very cobbly loam, 4 to 65 percent slopes 37.8 0.3% 59 Water 1,302.1 11.5% 60 Miscellaneous water 11.3 0.1% Subtotals for Soil Survey Area 11,033.6 97.9% Totals for Area of Interest 11,274.7 100.0% Soil Map—Adams-Washington Area, Parts of Adams and Washington Counties, Idaho; and Valley Area, Idaho, Parts of Adams and Valley Counties Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/21/2017 Page 4 of 4 STATE OF IDAHO DEPARTMENT OF ENVIRONMENTAL QUALITY 1445 North Orchard • Boise, Idaho 83706 • (208) 373-0550 C.L. "Butch" Otter, Governor www.deq.idaho.gov John H. Tippets, Director March 20, 2018 The Honorable Jackie Aymon Mayor, City of McCall 216 E. Park Street McCall ID 83638 RE: DWG-162-2016-1 City of McCall 2017 Water Master Plan (McCall, Valley County) DEQ Approval Dear Mayor Aymon: The Idaho Department of Environmental Quality (DEQ) has reviewed the City of McCall 2017 Water Master Plan (Facility Plan). The Facility Plan appears to meet State of Idaho standards and is approved based on the conditions listed below. PROJECT SPECIFIC CONDITIONS: A. This approval is for the Facility Plan only. Please submit a Preliminary Engineering Report (PER) to DEQ for review and approval prior to preparing and submitting detailed plans and specifications for any of the Facility Plan improvements. Detailed plans and specifications cannot be reviewed until the PER is approved; furthermore, no construction can begin until the detailed plans and specifications have been reviewed and approved by DEQ. Please note that if at some time in the future, the City of McCall applies for a DEQ State Revolving Fund (SRF) loan to help pay for any of the recommended capital improvements in this Facility Plan, it will be necessary for the City of McCall to fulfill the requirements of a SRF loan. This could possibly include the preparation of an environmental information document. Please contact me with any questions at (208) 373-01 17 or via e-mail at gary.carroll(c�deq.idaho.gov. Sincerely, C. Gary C oll, P.E. Boise Reg onal Office Enclosures: Stamped as Approved City of McCall Water Master Plan Title Page ec: Nathan Stewart, P.E., City of McCall (w/enclosure) Eric Landsberg, P.E., SPF Water Engineers (w/enclosure) Bryan Foote, P.E., Horrocks Engineers (w/enclosure) Todd Crutcher, P.E., DEQ Boise Regional Office Richard Lee, DEQ Boise Regional Office 2018AGD 1600 By City of McCall 2017 Water System Master Plan Prepared for City of McCall 216 East Park Street McCall, Idaho 83638 Prepared by SPF Water Engineering, LLC 300 East Mallard, Suite 350 Boise, Idaho 83706 APPROVED (208) 383-4140 C. Gary Carroll, P.E. State of Idaho Department of Environmental Quality Date: Mar 19, 2018 March 16, 2018 City of McCall SPF WATER ENGINEERING