Document Eagle_doc_c754a34ac9

EG14-0058 WMP CITY OF EAGLE Municipally Owned Water System PWS #ID4010201 and PWS #ID4010222 Master Plan Update #3 - September 2015 - HOLLADAY ENGINEERING CO. EN G IN EERS  C ON SU L TAN TS 32 N Main Street  PO Box 235  Payette, ID 83661 [PHONE REDACTED]  [PHONE REDACTED] Fax [EMAIL REDACTED] ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ACKNOWLEDGEMENTS CITY COUNCIL James Reynolds, Mayor Stan Ridgeway, Council President Mark Butler, Council Member Mary McFarland, Council Member Jeff Kunz, Council Member WATER DEPARTMENT Kenneth Acuff, Superintendent Kellie Rekow, Accounts Manager Greg Foley, Operator PLANNING DEPARTMENT William Vaughan, Administrator Nichoel Baird Spencer, Planner Ross Dodge, Mapping A special thanks to Mr. Dodge for his contribution of map exhibits for this Water System Master Plan 2015 Update EG14-0058 WMP HOLLADAY ENGINEERING CO. ENGINEERS  CONSULTANTS 32 N Main Street  PO Box 235  Payette, ID 83661 [PHONE REDACTED]  [PHONE REDACTED] Fax ---PAGE BREAK--- CITY OF EAGLE – WATER SYSTEM MASTER PLAN 2015 UPDATE HOLLADAY ENGINEERING COMPANY i TABLE OF CONTENTS EXECUTIVE SUMMARY UPDATE - 2015 1 CHAPTER 1.0 CONCLUSIONS & RECOMMENDATIONS 2 CHAPTER 2.0 INTRODUCTION 4 2.1 General 4 2.2 Scope and Purpose of Plan 4 2.3 Western Service Area Startup – Completed per 2008 Plan 5 2.4 Population, Growth and Allocation 5 CHAPTER 3.0 SYSTEM OWNERSHIP & MANAGEMENT 8 3.1 Ownership and Contacts 8 3.2 Management Functions 11 3.3 Organization 11 3.4 Western Service Area Ownership and Management 12 3.5 Contract Operation 12 CHAPTER 4.0 SERVICE AREA, EXISTING FACILITIES & WATER USAGE 13 4.1 Service Area (Previously 4.1.1) 13 4.1.2 Spring Valley Development and Service Area 18 4.1.3 Avimor Development 22 4.1.4 Required Level of Service – (Unchanged from 2005 Plan) (Previously 4.1.3) 25 4.2 Existing Facilities (Previously 4.2.1 Wells and 4.2.2 Distribution System) 25 4.2.3 Hydraulic Modeling (Previously 4.2.1.1) 25 4.2.3.1 Western Area Modeling Results Summary 25 4.2.4 Reserve Provisions (Previously 4.2.2) 29 4.3 Well Production and Water Usage 31 4.3.1 Recordkeeping and Data Acquisition 31 4.3.2 Wells 31 4.3.3 Well Production Records 31 4.3.4 Water Consumption and Declining Balance 36 ---PAGE BREAK--- CITY OF EAGLE – WATER SYSTEM MASTER PLAN 2015 UPDATE HOLLADAY ENGINEERING COMPANY ii CHAPTER 5.0 INVENTORY & CAPITAL REPLACEMENT PLAN 38 5.1 Storage and Component Inventory 38 5.2 Capital Replacement Plan 39 CHAPTER 6.0 CAPITAL IMPROVEMENT & EXPANSION PLAN 40 6.1 General 40 6.2 Expansion Plan 41 6.2.4 Operation Plan 42 6.3 Western Service Area Startup Procedure 43 6.4 Capital Projects to Improve System Performance 43 6.5 Spring Valley Capital Projects 46 CHAPTER 7.0 WATER RIGHTS & GROUND WATER MONITORING 47 7.1 Water Rights 47 7.1.1 Current Permit Applications and Listed Points of Diversion 48 7.1.2 Ground Water Monitoring – Western Service Area 49 7.1.3 Water Right – Spring Valley Service Area 49 7.1.4 Ground Water Monitoring – Spring Valley Service Area 50 7.1.5 Reasonably Anticipated Future Needs 50 7.1.6 Foothills Planning Area Irrigation Analysis 51 7.2 Water Quality Monitoring 54 CHAPTER 8.0 WATER QUALITY MONITORING 55 8.3 Tests and Reporting 55 8.4 Chlorination System Report for Well No. 1 and Well No. 3 56 8.5 Chlorination System Report for Well No. 4 and Well No. 5 56 8.6 Sanitary Surveys 57 CHAPTER 9.0 SOURCE WATER ASSESSMENT 58 CHAPTER 10.0 SYSTEM BUDGET 59 ---PAGE BREAK--- CITY OF EAGLE – WATER SYSTEM MASTER PLAN 2015 UPDATE HOLLADAY ENGINEERING COMPANY iii MAPS The following maps are used in this 2015 Update Map No. Description Page 1 City Service Areas with EWC, UWI Certificated Areas 10 2 Eastern Service Area – Future Trunk Lines, Pressure Zones and Water Utility Map, 2015 15 3 Western Service Area – Water Utility Map 16 4 Water Service Planning Area: with 2015 modifications 17 5 Spring Valley Vicinity Map 20 6 Spring Valley PUMP #1 – Land Use Plan 21 7 Avimor Phase 1 24 8 Western Service Area - Trunk Line System & Pressure Zone Map 30 Large Scale maps located in map pockets 2 Eastern Service Area – Future Trunk Lines, Pressure Zones and Water Utility Map 3 Western Service Area – Water Utility Map 8 Western Service Area - Trunk Line System & Pressure Zone Map ---PAGE BREAK--- CITY OF EAGLE – WATER SYSTEM MASTER PLAN 2015 UPDATE HOLLADAY ENGINEERING COMPANY iv ABBREVIATIONS The following abbreviations are used in this 2015 Update ARDA Amended and Revised Development Agreement CCR Consumer Confidence Report cfs Cubic Feet per Second CID Community Infrastructure District EDU Equivalent Dwelling Unit EPA US Environmental Protection Agency EWC Eagle Water Company ft Feet IDAPA Idaho Administrative Procedures Act IDEQ Idaho Department of Environmental Quality IDWR Idaho Department of Water Resources M3 M3 Eagle LLC MSL Mean Sea Level, in feet PRS Pressure Reducing Station PRV Pressure Reducing Valve PUMP #1 Planned Unit Master Plan #1 PWS Public Water System RAFN Reasonably Anticipated Future Needs Rules Idaho Rules for Public Drinking Water Systems SCADA Supervisory Control and Data Acquisition System sqft Square Foot STL Storage and Trunk Line Fee UWI United Water Idaho WCE Water Conservation Fee ---PAGE BREAK--- CITY OF EAGLE – WATER SYSTEM MASTER PLAN 2015 UPDATE HOLLADAY ENGINEERING COMPANY 1 of 63 EXECUTIVE SUMMARY UPDATE – 2015 This update to the City of Eagle Amended Master Plan presents additional information and recommendations for the ongoing development of the City’s water system. It addresses growth of the City population, the addition of the foothills including the Spring Valley planning area, water use and future water needs. Previous updates (the 2005 Plan and the 2008 Plan) addressed development of the existing eastern water system serving Lexington Hills and Brookwood subdivisions and a second, separate water system west of Linder Road. This 2015 Update acknowledges the progress made since 2008. It also presents new exhibits that deal with a third major expansion of city water utility service into the foothills. With these existing and planned expansions the City has established a Water Department to respond to the needs of the utility and its customers. This Update incorporates by reference all the agency approved and city approved planning documents for the first phase of the Spring Valley water system. The Spring Valley Service Area will remain a distinct City under the Water Department with its separate water rights, redundant supply and distribution system. The City will continue to develop its water utility to meet the challenges of serving its planning area as identified in the Comprehensive Plan. The Water Department has demonstrated its capability to operate and maintain the rapidly expanding system. The City has made significant progress in growing and developing a public water system that meets or exceeds the standards for drinking water systems in the State of Idaho. ---PAGE BREAK--- CITY OF EAGLE – WATER SYSTEM MASTER PLAN 2015 UPDATE HOLLADAY ENGINEERING COMPANY 2 of 63 CHAPTER 1.0 CONCLUSIONS AND RECOMMENDATIONS A review of the existing water system and the planned components of the utility system to accommodate the service needs for the future allows a number of conclusions. 1. Eagle’s population will continue to expand at a 4% annual average growth rate over the planning period of 30 years as forecast by the City and by the regional planning agency, COMPASS. 2. Development of Spring Valley and City ownership of the water utility has been accounted for in the planning horizon of the City and Spring Valley. 3. Water service operation in the western portion of Avimor as a future, separate service area is consistent with the planning and operation capability of the Water Department as demonstrated by its current operation of multiple, separated utility systems under a single management structure. 4. Intertie agreements with Eagle Water Company and United Water Idaho provide an additional measure of water quality and quantity redundancy in the Eastern Service Area. 5. Residential water consumption is within the normal use range of residential use in systems with separated surface water irrigation systems. A number of additional conclusions have been drawn from information developed in the 2015 Update that are accompanied by recommendations. These conclusions are further developed in the report. 6. The SCADA system installed in 2008 was never fully operative and as a result pumps and reservoirs do not have the necessary operating history to draw more accurate conclusions for system improvement. This is being addressed with a new SCADA program and control contractor. The control system should be completed as soon as possible. 7. The flushing program in the Western Service Area was excessive and wasteful for water and for energy cost. Flushing should be measured to assure efficient use of equipment and natural resources. 8. The Operating and Maintenance manuals last updated in 2008 do not reflect the startup, operation and disinfection procedures that are currently being modified. The manuals should be updated. 9. Capital projects have been identified by the Water Department to improve water quality and system performance. These projects should be placed into a prioritized, multi-year capital improvement budget for funding in an appropriate timeframe. 10. The City has two new water right applications on file with the IDWR. It should diligently pursue these applications to gain greater flexibility and operational control of its water supply for the future. ---PAGE BREAK--- CITY OF EAGLE – WATER SYSTEM MASTER PLAN 2015 UPDATE HOLLADAY ENGINEERING COMPANY 3 of 63 11. The 2011 RAFN Application submitted to the IDWR was denied. After the current two water permit applications are secured, the City should follow up with the IDWR to restart the RAFN process to gain adequate supply for its 30 year planning horizon. 12. The foothill region of the City’s planning area is generally identified by surface elevations above the area served by surface water rights or irrigation distribution systems. The City does not have sufficient ground or surface water rights or pumping capacity to irrigate the foothills area. Irrigation standards and policies for the foothill region should be developed and adopted by the City to reflect the reality of limited natural resources. 13. Water quality in the Western Service Area remains an ongoing issue for operations. Following IDEQ approval, the City recently began an analysis of the chlorination equipment and water quality for a long-term treatment and disinfection program to serve the Western area. This should be pursued as currently planned. 14. The City’s capital needs require a multi-year approach for funding and improvements. This will require a multi-year approach to budgeting that reflects identified funding sources and schedule of improvements to maintain system value over time. It is recommended the City Water Department adopt a rolling five year department budget that accounts for inflation of materials and labor. ---PAGE BREAK--- CITY OF EAGLE – WATER SYSTEM MASTER PLAN 2015 UPDATE HOLLADAY ENGINEERING COMPANY 4 of 63 CHAPTER 2.0 INTRODUCTION 2.1 General The 2015 Update (“Update”) to the City of Eagle Amended Master Plan, March, 2008 (“2008 Plan”) presents new information on the existing municipal water system and addresses the addition of the foothills planning area with respect to water planning. The North Foothill and Brookside Planning Areas were approved in the 2007 Eagle Comprehensive Plan. Subsequent updates to the 2008 Plan have been delayed until receipt of Spring Valley and other developer- driven infrastructure plans. With the annexation of Spring Valley coupled with other annexation actions in the Western Service Area, the Update is necessary for the City Water Department and is required by the Idaho Rules for Public Drinking Water System (“Rules”), IDAPA 58.01.08.502.01 for a “material modification or expansion” of the water system. An initial City of Eagle water utility planning document, “Municipally-Owned Water System Master Plan and Budget Study”, was prepared in 2002. This planning document served to launch the City’s efforts to move away from contract operation of its water system to develop its role in the operation of the municipally owned utility. That document was revised by the Amended Master Plan, November, 2005 (“2005 Plan”) establishing a service area that encompassed the entire planning area of the City and set the stage for significant improvements including a one million gallon storage reservoir, a new Well No. 3 (a.k.a. Brookwood Well) and development of water ordinances dealing with growth of the water utility and water rights. At the time, a functioning water system existed only in the Eastern Service Area (PWS # 4010201). With the annexation and development of the Legacy and Eaglefield subdivisions on the western side of the City, two new wells, Well No. 4 (a.k.a. Legacy Well) and Well No. 5 (a.k.a. Eaglefield Well) and interconnecting water distribution system were added. This prompted preparation of the 2008 Plan which dealt primarily with the improvement and operation of the City’s Western Service Area water system (PWS # 4010222). 2.2 Scope and Purpose of Plan The focus of this Update is expanding the framework of water utility planning for the foothill area including Spring Valley and other planned unit developments by demonstrating the City’s ability and capacity to manage multiple discrete water systems until they merge into a unified, networked system. References to Eastern, Western and future Spring Valley Service Areas are used herein to identify the separate public water systems operated and maintained by the City. This naming convention may be discontinued when the systems are interconnected. A map of various designated service areas of water systems is included in Section 3.1. ---PAGE BREAK--- CITY OF EAGLE – WATER SYSTEM MASTER PLAN 2015 UPDATE HOLLADAY ENGINEERING COMPANY 5 of 63 Incorporation of the Spring Valley water system into Eagle’s Water Master Plan 2015 Update satisfies the requirements of Section 6, Technical, Managerial, and Financial Capacity requirements of IDAPA 58.01.08 Section 500 of the Spring Valley Water Facility Plan, approved January 9, 2013 by IDEQ. This Update with new Exhibit (formerly labeled “Appendix”) designations follows the outlines and chapter conventions of previous planning documents for convenience and clarity. The information presented in this Update is additive to those Plans unless otherwise noted. Where the 2005 Plan or 2008 Plan information has been changed or updated it will be noted under the appropriate section to minimize confusion. New Exhibits in the 2015 Update contain significant additions to the 2005 and 2008 Plans representing an entire body of public and private work on population, water rights, and infrastructure master planning completed since the 2008 Plan. The purpose of the 2015 Update is to identify and integrate the ongoing planning efforts of the City and private sector to accomplish the City’s long range water service goals for the future. 2.3 Western Service Area Startup – Completed per 2008 Plan The Western Service Area served by Well No. 4 and Well No. 5 contained no homes or facilities at the time of startup in 2008. At present this system provides metered service to 369 residences with 732 lots approved for connection with water infrastructure in place or scheduled for construction. An additional 670 lots are in the preliminary or final stages of approval. Updated water use and added facilities in the Western Service Area are discussed in Chapter 4 and Chapter 6 of this Update. 2.4 Population, Growth and Allocation In 2011, the City developed a population and growth forecast analysis specific to the City of Eagle for use as a basis for projecting water needs through 2040.1 See Exhibit M. The scope of the analysis included the North Eagle Foothills Plan which, in turn, included all of Spring Valley and a majority of the Avimor development area including areas served by United Water Idaho (“UWI”) and Eagle Water Company (“EWC”) located within the Comprehensive Plan. 1 The population and growth analysis was prepared by Nichoel Baird Spencer, City Planner, to evaluate the growth rate pursuant to Local Land Use Planning Act (“LLUPA”) for the planning period of the Comprehensive Plan. This analysis was presented in a hearing before the Idaho Department of Water Resources on October 18, 2011 to support the City’s future needs water right application. ---PAGE BREAK--- CITY OF EAGLE – WATER SYSTEM MASTER PLAN 2015 UPDATE HOLLADAY ENGINEERING COMPANY 6 of 63 Certain elements of the 2011 analysis are particularly important as planning guides for the future of the water system and this Update. These elements are identified below. 1. Population projections at build-out are consistent with the vacant land analysis of annexed and non-annexed areas of the 2011 Comprehensive Plan. 2. The City’s projected 4.39% growth within Eagle’s Comprehensive Plan Area is consistent with regional 4% growth model from COMPASS. 3. The City’s overall growth, as it relates to future water needs, included but separately accounted for the build-out of vacant lands lying within the EWC and UWI service areas. 4. The City’s growth projection accounted for the Spring Valley population component which was granted a separate water right, 63-32573. 5. By 2040, the City municipal water system (as distinguished from EWC and UWI systems) plans to serve a 31,363 population. 6. At total build-out of the water service area within the Comprehensive Plan, the City water system will serve a 109,958 population. Since the 2010 census, growth in the City as tracked by the planning department and COMPASS reflects the regional model for the Eagle area. Population Growth History Year Population Annual Increase, % 2010 19,908 2011 20,140 1.2% 2012 20,550 2.0% 2013 21,350 3.9% 2014 24,360 14.1% Annual Average 5.3% The 2011 forecast analysis was further validated as a measure of water needs using the data from the 2014 COMPASS regional transportation model to forecast growth potential in specific areas based upon present development, designated land use and traffic patterns. The COMPASS model divided the City into 108 partitioned zones and assigned population, households, and potential jobs to each zone. Using COMPASS population data, the City was ---PAGE BREAK--- CITY OF EAGLE – WATER SYSTEM MASTER PLAN 2015 UPDATE HOLLADAY ENGINEERING COMPANY 7 of 63 able to calculate water needs for EDU’s based on the history of use in similar areas. It was also possible to forecast growth within undeveloped zones of the City including those outside the City’s public water system in the EWC and UWI certificated areas. This calculation resulted in a City- only service population approaching 31,400 in 2040 virtually mirroring the findings of the City’s 2011 analysis. ---PAGE BREAK--- CITY OF EAGLE – WATER SYSTEM MASTER PLAN 2015 UPDATE HOLLADAY ENGINEERING COMPANY 8 of 63 CHAPTER 3.0 SYSTEM OWNERSHIP AND MANAGEMENT 3.1 Ownership and Contacts The City of Eagle owns two public drinking water systems identified by the following Public Water System designations: PWS # 4010201 – Eastern Service Area, and PWS # 4010222 – Western Service Area. Owner Contact Information: Owner: City of Eagle 660 East Civic Lane P.O. Box 1520 Eagle, ID 83616 Telephone: (208) 939-6813 FAX: (208) 939-6827 Website: www.cityofeagle.org Water Department Contacts: Water Superintendent: (208) 489-8776 Account Manager/Office: (208) 489-8762 The public drinking water system is operated by the City of Eagle through its Water Department with offices located at City Hall. Map No. 1, City Service Areas and EWC, UWI Certificated Areas, is included for clarity. Contacts for these private water companies operating within the City of Eagle are as follows: ---PAGE BREAK--- CITY OF EAGLE – WATER SYSTEM MASTER PLAN 2015 UPDATE HOLLADAY ENGINEERING COMPANY 9 of 63 Operator: Eagle Water Company, Inc. Mailing Address: 188 W. State Street Eagle, ID 83616 Telephone: (208) 939-0242 Operator: United Water Idaho Mailing Address: 8248 W. Victory Road Boise, ID 83709 Telephone: (208) 362-7304 ---PAGE BREAK--- ---PAGE BREAK--- CITY OF EAGLE – WATER SYSTEM MASTER PLAN 2015 UPDATE HOLLADAY ENGINEERING COMPANY 11 of 63 3.2 Management Functions The City Water Department is managed by the Water Superintendent, Ken Acuff, with assistance from Account Manager, Kellie Rekow. Additional licensed operators and crew assist with daily testing, routine water quality checking, meter installation and reading and maintenance of the system. When required, engineering services are provided by the City Engineer. The Account Manager oversees general customer service duties and initial response to customer complaints. The Superintendent handles quality assurance during construction, cross connection control program, water quality testing and reporting. In the event of an emergency, the Superintendent and staff are capable of 24-hour, 7-day response. Capital improvement planning and development plan review for line extensions are conducted by the City Engineer in conjunction with input from the Superintendent and Account Manager. Technical aspects of water system management including department training, licensure, permitting, and the issuance of Consumer Confidence Reports2 as required by the Environmental Protection Agency (“EPA”) and IDEQ are duties of the Water Superintendent. The Water Department’s financial responsibilities are shared by the Account Manager and the office of City Clerk. These include preparation of budgets with assistance of the Superintendent and Engineer, City disbursements for water system, collection of fees, preparation of notices, and managing customer accounts. The City regularly upgrades its software accounting programs for more efficient analysis and reporting. Financial records of income and balances of water system fund accounts are audited annually as a part of the regular general financial audit conducted for the City. Water revenues are periodically reviewed against operating costs. Adjusting for inflation costs, water rates have increased two of the last four years. The current rate does not account for system depreciation (replacement) or for capital improvements. The current rate does not employ a rate setting methodology to adequately fund reserves or rising operating cost for the water utility. With the anticipated completion and approval of the 2015 Update, a full water rate study should be completed to account for equipment replacement, the Capital Improvement Plan (“CIP”) improvements or upgrades, and additional operating costs. Rates should be reviewed annually. 3.3 Organization The 2005 Plan and the 2008 Plan referenced a Facilities Manager and contracted services operation of the City water system that reflected the initial steps of organizing a municipal utility service with trained experienced operators. In subsequent years, the City has developed an in- 2 EPA 40 CFR 141 Subpart O; IDAPA 58.01.08.51 ---PAGE BREAK--- CITY OF EAGLE – WATER SYSTEM MASTER PLAN 2015 UPDATE HOLLADAY ENGINEERING COMPANY 12 of 63 house Water Department staffed by experienced personnel including Water Superintendent, Account Manager and licensed operators. The Water Superintendent is a department head responsible to the Mayor and City Council to oversee the operation and development of the water utility. Current operation and policies affecting or describing City oversight of the water system are consistent with previous planning documents unless otherwise noted. 3.4 Western Service Area Ownership and Management Initial phases of the Western Service Area water system have been completed in accordance with the 2005 and 2008 Plans. 3.5 Contract Operation Eagle’s Water Department is in charge of the water system, its operation, development and management. The City no longer uses contract operators for any aspect of routine operation and maintenance. Operators utilize licensed contractors on an “as-needed” basis for construction or repairs requiring construction equipment. The City’s technical, financial and managerial capacity has continued to evolve in response to the demands of the larger customer base, more detailed cost control measures, and input from elected officials and staff. Eagle’s Water Department and City Engineer are continually working with developers’ engineers on long-range planning for several large developments including Spring Valley and Avimor and with the demands of infill growth and western area expansion. The City staff and the Water Department are fully capable of managing these anticipated developments. ---PAGE BREAK--- CITY OF EAGLE – WATER SYSTEM MASTER PLAN 2015 UPDATE HOLLADAY ENGINEERING COMPANY 13 of 63 CHAPTER 4.0 SERVICE AREA, EXISTING FACILITIES & WATER USAGE 4.1 Service Area (Previously 4.1.1) The current municipal water system is geographically partitioned by two miles of City area served by private water purveyors, EWC and UWI. Additionally, a large portion of partitioning land is developed as two to five acre rural residential lots with individual wells, thus requiring no municipal service for domestic supply. In the 2008 Plan, the City identified its water system as the Eastern Water System and the Western Expansion Area to describe this growth pattern. This has been changed to Eastern Service Area and Western Service Area. When these are eventually joined by a connecting trunk line and operation controls can be linked, the East/West Service Area designation may be dropped. Until then, these represent two distinct systems (PWS # 4010201 and PWS # 4010222) for operation parameters but a single system for regulatory and administrative functions. Map No. 2, Eastern Service Area, and Map No. 3, Western Service Area, show the extent of the current distribution systems. System development continues to remain consistent with previous water system planning documents. The 2005 Plan and the 2008 Plan contain accurate descriptions of general service areas, service expansion potential and system facilities. Annexations have been consistent with past master planning documents approved by the City and by IDEQ. A significant planning event occurred in November, 2007 with the approval of the North Foothill and Brookside Planning Area amendments to the 2007 Comprehensive Plan.3 Eagle’s planning area was expanded to include lands north of its northern boundary from Highway 16 on the west to and beyond Highway 55 on the east essentially doubling its planning region. The impetus behind this substantial planning effort was a regional emphasis within the private sector to promote and develop large planned communities. This movement was countered by Eagle residents who placed a high value on preserving the foothills and the picturesque northern horizon. Extensive public input was gathered in the process of setting forth the land use plan for the foothills and is most recently defined in the current, updated 2015 Comprehensive Plan. With the adoption of a planning boundary and utility service area, the City undertook a complex infrastructure challenge to develop and maintain a water system that could serve independent, disconnected developments located in foothill areas considered buildable by the City for residential dwelling units and other structures. The ongoing discussion of decentralized service 3 The 2007 Comprehensive Plan was reformatted and updated to the 2009 Comprehensive Plan. This Plan was amended to the 2015 Comprehensive Plan and Future Land Use Designation Map which is available on the City’s website. ---PAGE BREAK--- CITY OF EAGLE – WATER SYSTEM MASTER PLAN 2015 UPDATE HOLLADAY ENGINEERING COMPANY 14 of 63 areas, availability of isolated potable water sources, and interconnection of development enclaves will require additional study beyond the scope of this Update. An overall boundary of the water service planning area was adopted by the City in 2011. This is included with 2015 modifications as Map No. 4, Water Service Planning Area. ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- CITY OF EAGLE – WATER SYSTEM MASTER PLAN 2015 UPDATE HOLLADAY ENGINEERING COMPANY 18 of 63 Aspects of future development plans, water availability and the geographic constraints in the foothills cannot be resolved by a foothill-specific infrastructure master plan prior to submittal of development concepts for City consideration. Only two planned communities have been sufficiently planned for consideration of infrastructure development since the adoption of the Comprehensive Plan: Spring Valley and Avimor. Each of these is discussed in greater detail below. The City plans to provide water service for its entire service area boundary. 4.1.2 Spring Valley Development and Service Area In 2007 the City entered into a Pre-Annexation and Development Agreement with M3 Eagle, LLC setting forth a course of action that will lead to development of 6,017 acres of land in northern Ada County. The development is named Spring Valley. In succeeding years significant steps have been taken by the City, the developer, and the public to resolve the growth and impact issues raised in dealing with this application. In September, 2012, Spring Valley was annexed into the City of Eagle. In January, 2014, the City approved the Amended and Restated Development Agreement (“ARDA”) by and between the City of Eagle and M3 Eagle, L.L.C. addressing key aspects of development design.4 The Spring Valley Water Facility Plan was approved by IDEQ in January, 2013 and by the City on February 22, 2013. The approved Spring Valley Water Facility Plan is incorporated in its entirety into this Update by reference. See Exhibit N. For the purposes of this Update, the immediate focus shall be the first phase of the proposed water system within Spring Valley subject to the constraints and conditions of the ARDA. Spring Valley is divided into multiple phases for the sequential extension of infrastructure for residential or commercial development. The initial phase, which includes 249 units, has a separate water master plan document, the Spring Valley Water Facility Plan, PUMP #1 Amendment (“PUMP which was approved by IDEQ in May, 2014 and by the City on August 26, 2014.5 See Exhibit O. The City of Eagle gathered significant planning and public input during the City approval process. The conditions attached to PUMP #1 approval are set forth in an April 15, 2014 letter from the City Engineer. See Exhibit P. Until modified by succeeding planned unit phases as required by ARDA, the PUMP #1 adequately delineates master planning elements of the first phase of the Spring Valley water system. The Spring Valley water system is required to be constructed by the developer and transferred to the City. It shall be operated by the City Water Department as a stand-alone water system. At a future date when the City has sufficient infrastructure in place to evaluate the costs and benefits of connecting the Spring Valley Service Area to the Western Service Area, the systems may be 4 The Amended and Restated Development Agreement by and between the City of Eagle and M3 Eagle L.L.C. was recorded on January 24, 2014. The Agreement and all its nineteen Exhibits, A through N, complete with maps and tables are included by reference only. A copy of the Agreement is available on the City’s website. 5 The Spring Valley Water Facility Plan, PUMP #1 Amendment, prepared by JUB Engineers, Inc., approved by the Idaho Department of Environmental Quality, May 12, 2014, is included by reference only. ---PAGE BREAK--- CITY OF EAGLE – WATER SYSTEM MASTER PLAN 2015 UPDATE HOLLADAY ENGINEERING COMPANY 19 of 63 connected for ease of control and assurance of redundant supply in emergencies. Until linked, the systems will be operated as stand-alone, compliant water systems with individual redundancy of supply and controls. Further discussion of water rights for Spring Valley may be found under Chapter 7, Water Rights and Ground Water Monitoring. Map No. 5, Spring Valley Vicinity Map, and Map No. 6, Spring Valley PUMP #1 – Land Use Plan, show the first phase of the development. ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- CITY OF EAGLE – WATER SYSTEM MASTER PLAN 2015 UPDATE HOLLADAY ENGINEERING COMPANY 22 of 63 All elements of the water system for Spring Valley development, supply, storage and distribution, have yet to be constructed. These planned features are generally discussed in PUMP but detailed design calculations, construction plans, construction specifications, and schedules have not been submitted for City review. An Irrigation Master Plan is to be submitted with the design plans for PUMP Until the design and plans are finalized and approved by IDEQ and the City, the Water Department is unable to predict specific design features of the water facilities. Several requirements of the ARDA are worthy of note for water planning purposes.  The water system to be conveyed to the City including water rights, wells, pumps, distribution lines, meters, storage tanks, emergency generators and controls, does not include the irrigation system.  The developer is required to design, construct and implement a ground water monitoring plan until a completed phase is conveyed to the City.  The developer represents and has conveyed to the City a ground water right (Water Right No. 63-32573) sufficient to serve the project. If the water right is inadequate to serve the project’s municipal water demands, the City and developer shall evaluate other water sources. The developer may be required to acquire additional supply or accept a reduction in lots to meet water demand and supply needs of Spring Valley.  PUMP #1 development will be dependent upon wells and pressure controls for operation. Storage is deferred until the first phase of PUMP  A separate Irrigation Master Plan for the entire development will address reuse, surface water rights, municipal and private ground water rights, and the irrigation water distribution system. When the first phase of Spring Valley is completed it will include at least three well sources connected to PUMP #1 distribution improvements within 722 acres (232 developable acres) planned for 249 units. A backbone 24-inch transmission line will be installed to connect to future well sources and storage reservoirs. Water will be supplied into at least two pressure zones in the first phase. Five such pressure zones are required at build-out. Before PUMP #2 is submitted, a modified Water Facility Plan for the future phases of Spring Valley development is required from the developer. 4.1.3 Avimor Development Avimor is a planned community located in the foothills north of Eagle. At the present time an 840 acre portion of the community is entitled for development through Ada County. The water service provider for this area is UWI. In its entirety, the Avimor planning area comprises about 23,000 acres. Avimor has requested a majority of their development land be included in the Comprehensive Plan and Water Service Planning area adopted by the City. As more information ---PAGE BREAK--- CITY OF EAGLE – WATER SYSTEM MASTER PLAN 2015 UPDATE HOLLADAY ENGINEERING COMPANY 23 of 63 is available and additional growth is planned that may be served by City water, the City and Water Department will evaluate the opportunities and constraints for providing and managing water service for future phases of Avimor. Map No. 7, Avimor Phase 1, shows the current phase being developed. ---PAGE BREAK--- ---PAGE BREAK--- CITY OF EAGLE – WATER SYSTEM MASTER PLAN 2015 UPDATE HOLLADAY ENGINEERING COMPANY 25 of 63 4.1.4 Required Level of Service – (Unchanged from 2005 Plan) (Previously 4.1.3) Level of Service is governed by the Rules, IDAPA 58.01.08. Water quantity, pressure and flow requirements remain consistent with the 2005 Plan. All these elements of the water system design comply with the Rules. Evidence of compliance with the water quality component of the Rules may be found in the current Water Quality Reports located on-line at IDEQ website. This is discussed in Chapter 8, Water Quality Monitoring. 4.2 Existing Facilities (Previously 4.2.1 Wells and 4.2.2 Distribution System) Existing facilities, in particular wells, well houses, pressure reducing valves, interties, and the storage reservoir, remain as described in the 2005 Plan and 2008 Plan. Distribution lines in the Western Service Area have expanded in conformance with previous plans. Maps illustrating the distribution systems are included in the Section 4.1, Service Area. 4.2.3 Hydraulic Modeling (Previously 4.2.1.1) One step in utility planning is hydraulic modeling for the purpose of sizing major distribution components to ensure delivery of water at prescribed pressure and flow under design demands. A review of the Eastern Service Area demonstrates only minor changes to the 2005 Plan, mainly the reduction of line size on Beacon Light from a 16-inch to a 12-inch diameter trunk line. The pressure zones remain unchanged. The Western Service Area, which in 2005 was in the beginning stages of development, had insufficient well data and operation history to update the concept model of the distribution system. Subsequent developments and the recent history of well performance required the Western Service Area model to be updated. The model update identified significant changes in the distribution system based on refined designation of pressure zones for the area. 4.2.3.1 Western Area Modeling Results Summary The service boundaries of the Western Service Area, for current planning purposes, are approximately Highway 16 on the west to N. Linder Road on the east, and approximately Homer Road on the north to Highway 44 and Moon Valley Road to the south. An area between Lanewood Road and Linder Road is within the UWI certificated area and will not be served by the City of Eagle western distribution system. There are several developments in various stages of the planning or review process within the service area and maintaining an up-to-date hydraulic model of the system is critical. ---PAGE BREAK--- CITY OF EAGLE – WATER SYSTEM MASTER PLAN 2015 UPDATE HOLLADAY ENGINEERING COMPANY 26 of 63 The ground surface elevations within the service area range from approximately 2490 feet6 mean sea level in the southwestern portion to approximately 2660 feet in the northern portion to the north of W. Beacon Light Road. The western system presently has a single pressure zone (Zone However, future expansion of the distribution system within the planned service area will require three pressure zones. The proposed pressure zones are summarized in the following table. Design Pressure Zones Pressure Zone Target Hydraulic Grade Line (HGL) MSL(A) Minimum Service Elevation (Approx.) MSL Maximum Service Elevation (Approx.) MSL Zone 0 (Future) 2605 2420 2500 Zone 1 (Existing) 2652 (Existing)B 2685 (Future)C 2500 2550 (Existing) 2580 (Future) Zone 2 (Future) 2765 2580 2660 A Mean sea level, in feet. B HGL 2652 is approximately 60 psi at Well No. 4, Legacy. C HGL 2685 is approximately 75 psi at Well No. 4, Legacy. The Idaho Rules for Public Drinking Water Systems requires service pressures generally within the range of 40-80 psi, with pressures above 20 psi during fire flow conditions. Pressures up to 100 psi may be allowable, but require special considerations and customer notifications. The Western Service Area currently has two ground water sources, Well No. 4, Legacy, and Well No. 5, Eaglefield. Both wells consist of a large vertical turbine pump and three smaller booster pumps. The booster pumps generally meet the normal system demands, with the large vertical turbine pumps meeting fire flow demands and other peak demands, as necessary. All pumps at these two existing well locations are controlled through variable frequency drives (VFDs). It should be noted that for each of these locations, the system is designed so that the booster pumps cannot run when the vertical turbine pump is running, to prevent damage to the booster pumps 6 All elevation data reference mean sea level. ---PAGE BREAK--- CITY OF EAGLE – WATER SYSTEM MASTER PLAN 2015 UPDATE HOLLADAY ENGINEERING COMPANY 27 of 63 due to excessive drawdown. However, the booster pumps can be operated at the same time as the vertical turbine at the other well site (e.g. Legacy vertical turbine plus Eaglefield booster pumps or Eaglefield vertical turbine plus Legacy booster pumps). The City is in the process of optimizing its SCADA system and operating parameters and settings for the Western Service Area. A third well, Well No. 6, is planned to be located near Palmer Lane south of Floating Feather Road. Additional potential well sites are identified in the Update. Demand conditions used in the water model include average day, maximum day, and peak hour demands. The model demand values are consistent with the demands in the Update, with unit demands summarized in the following table. Design Demands per EDU Demand Condition Demand/EDU (gpm) Average Day Demand (ADD) 0.20 Max Day Demand (MDD) 0.34 Peak Hour Demand (PHD) 0.58 Fire flow requirements within the Western Service Area are generally 1,500 gallons per minute (gpm), minimum. Individual structures or areas may have increased or reduced fire flow requirements, based on approval from the Fire Chief. However, for system planning purposes, 1,500 gpm fire flow will be used unless otherwise noted. Redundancy requirements of the Idaho Rules for Public Drinking Water Systems require that the system demand and pressure requirements be met with the largest pump out of service. In the current system, Well No. 5 vertical turbine is the largest capacity pump. Therefore, the worst case condition within the system is Well No. 5 vertical turbine OFF. During a fire flow plus maximum day demand condition, the current system must meet flow and pressure requirements with Well No. 4 vertical turbine pump and the three Well No. 5 booster pumps. A storage reservoir is planned within the Western Service Area, with a proposed site north of Beacon Light Road near the north end of Hartley Road. The site location and the design elevations have not yet been finalized. One of the primary design considerations of the Western Service Area is planning suitable water main sizing that will meet both future goals for transmission of water to/from the storage reservoir, with sufficient redundancy. Equally important, ---PAGE BREAK--- CITY OF EAGLE – WATER SYSTEM MASTER PLAN 2015 UPDATE HOLLADAY ENGINEERING COMPANY 28 of 63 the ongoing distribution system extensions to serve new developments must be adequately sized to meet flow and pressure requirements prior to construction of the storage reservoir and prior to construction of the entire looped distribution network. Existing System Model As part of the existing system hydraulic model, two system conditions were modeled. The first is the existing Zone 1 target HGL of 2652, which is equivalent to a pressure of approximately 60 psi at Well No. 4. The second is the planned future Zone 1 target HGL of 2685, which is equivalent to a pressure of approximately 75 psi at Well No. 4. Under the first system condition, the maximum water service elevation is limited to 2550. Future planned upgrades to the Well No. 5 booster pumps will allow the Zone 1 target HGL to be increased to 2685, which will increase the maximum water service elevation limit to 2580. This Zone 1 target HGL upgrade will extend the Zone 1 service boundary to Beacon Light Road. Limited portions of the service area to the north of Beacon Light Road may also be served in Zone 1, depending on topography. Under Condition 1, model predicted service pressures range from 44 to 63 psi and predicted available fire flows range from 1,400 to 2,100 gpm. Under Condition 2, model predicted service pressures range from 44 to 77 psi and predicted available fire flows range from 1,500 to 1,900 gpm. It is important to note that under both conditions, Well No. 5 vertical turbine pump has been modeled in the OFF position since it is the largest supply pump. This is required to meet redundancy requirements. With both Well No. 4 and Well No. 5 online, available fire flows are higher. Select model output reports for the existing system hydraulic model are included in the Update, Exhibit Q. Future Improvements Model Run The future improvements model run includes the planned storage reservoir, Well No. 6, a Zone 2 booster pump station, and various pressure reducing valve (PRV) stations necessary for serving three pressure zones. For planning purposes, it has been assumed that Well 6 will be equivalent to the Well No. 4. To meet redundancy requirements, Well 5 vertical turbine pump has been modeled in the OFF position since it is the largest supply pump. Model predicted service pressures range from 44 to 80 psi. Model predicted available fire flows range from 1,750 to >5,000 gpm. Output reports for the future improvements hydraulic model have been included in the Water Master Plan, Exhibit S. A map illustrating the planned trunk line network responsive to the land use designations and design demands is included as Map No. 8, Western Service Area Trunk Line System and Pressure Zone Map. A larger scale copy of Map No. 8 may be found in the Map Pocket Section of the Update. ---PAGE BREAK--- CITY OF EAGLE – WATER SYSTEM MASTER PLAN 2015 UPDATE HOLLADAY ENGINEERING COMPANY 29 of 63 4.2.4 Reserve Provisions (Previously 4.2.2) In 2008 the City entered into an Intertie Agreement with EWC. This Agreement allowed EWC to gain the benefit of the City’s one million gallon water storage tank for “redundant fire flow protection capacity.” The 12-inch trunk line connection between the two systems is two manually controlled gate valves. In the event that an emergency transfer of water is required, a meter can be placed in line to record the amount of water used, and the system receiving water shall pay in accordance with standard rates. The City, in turn, was granted a permanent Right of First Refusal to lease up to 10 cfs of municipal water rights from EWC. The Agreement also grants the City the Right of First Refusal if EWC “determines to sell or convey all or part of its Water System.” See Exhibit R. In 2010, the City entered into an Emergency Interconnection Agreement with UWI. The purpose of this Agreement was to provide an emergency supply for each party. The intertie consists of a pressure reducing valve vault, piping and meters to measure the two-way flow of water. The valves operate in a normally closed position. In the event of a transfer of water, the selling party shall purchase the supply under the rate established by the Volume Charge set forth in United Water’s Schedule 1 – General Metered Service rate. See Exhibit S. ---PAGE BREAK--- ---PAGE BREAK--- CITY OF EAGLE – WATER SYSTEM MASTER PLAN 2015 UPDATE HOLLADAY ENGINEERING COMPANY 31 of 63 4.3 Well Production and Water Usage 4.3.1 Recordkeeping and Data Acquisition A Supervisory Control and Data Acquisition (“SCADA”) control system for the Eastern and Western Service Areas was installed in 2008. However, no SCADA compiled records were available from the Water Department for a pumping operation or supply assessment. Records used for assessing well production were taken from meter readings entered by hand on well records. Meters are read every working day. Well production on weekends and holidays may be estimated by proration. Prorated meter readings from well records were adjusted to develop the production totals below. See Section 4.3.3. A number of problems plagued the Western Service Area water system in the 2010 and 2011 time period including an inoperable SCADA system, broken well meter, well off-line due to disinfection system malfunction, and unmetered flushing volumes. These occurrences resulted in system records that are missing several months of reporting. See following pages. A new SCADA system has been installed in 2015 and is in the process of optimizing operation in the Western Service Area. Since the new installation, SCADA information and control system is performing as designed for the Eastern Service Area. For the 2015 Update, annual water use records are based on the operation of the Eastern Service Area well records. 4.3.2 Wells There have been no wells added to the system since the 2008 Plan. The proposed Orchard Well (Well No. 6) referenced in the 2008 Plan was never constructed by the developer and the permit application has expired. 4.3.3 Well Production Records As noted, Well No. 1 and Well No. 3 pump to a storage reservoir. From well records, there is little correlation between any given day of production records and daily use records. Well No. 4 and Well No. 5 supply water to the Western Service Area. Well production records do not represent actual consumptive use due to unmetered flushing and unmetered construction use activities. Overall production records are based on metered use at the well and track with historic seasonal demands for water in the region. ---PAGE BREAK--- CITY OF EAGLE – WATER SYSTEM MASTER PLAN 2015 UPDATE HOLLADAY ENGINEERING COMPANY 32 of 63 WATER PRODUCED – 2009 through 2014 Summary(1) Well No. 1 Well No. 3 Well No. 4 Well No. 5 Year Lexington (1,000 gal) Brookwood (1,000 gal) Eastern EDU’s Served Legacy (1,000 gal) Eaglefield (1,000 gal) Western EDU’s Served(2) 2009 101,508 27,633 1,336 8,261 1,347 35 2010 67,676 62,906 1,338 3,278 176 13 2011 55,870 72,774 1,343 2,866 10,008 22 2012 44,571 76,292 1,361 10,761 1,425 73 2013 60,644 52,303 1,379 24,010 1,[PHONE REDACTED] 60,315 57,031 1,381 16,833 1,354 368 Peak Day 1,244 1,477 1,220 1,098 Date Aug. 3, 2011 Sep. 12, 2011 May 8, 2013 April 5, 2011 For reasons discussed above, well production does not correlate with EDU consumption for wells No.4 and No. 5. Decrease in EDU’s for 2010 and 2011 reflect active water users, not connected residences. In the Western Service Area where stagnation has resulted in water quality complaints, the City has periodically resorted to trunk and main line flushing to purge the system. Hydrants used for flushing were not metered, but a review of well records can provide an approximate volume total. According to records, a typical flushing event took place between April 27 and May 9, 2013. In the 13-day period, Well No. 4 produced 13,246,000 gallons; Well No. 5 was off line. This equates to a 1,019,000 gallons per day average with a peak day in this event recording 1,220,100 gallons. Average consumptive use for the previous 23 day period was 37,173 gallons per day. When the consumptive use is subtracted, the net production for the flushing event was 12,762,800 gallons. The Eastern Service Area is served by the one million gallon reservoir. Peak Day production represents concurrent pumping for consumptive use and refilling the reservoir over an extended time period. ---PAGE BREAK--- CITY OF EAGLE – WATER SYSTEM MASTER PLAN 2015 UPDATE HOLLADAY ENGINEERING COMPANY 33 of 63 There is a relatively high amount of unaccounted for water produced over the period of 2009 through 2013. This may be attributed to the Western Service Area flushing regimen. For the years of 2009, 2012 and 2013, the differences between water produced and water sold is 12.3%, 12.1% and 15.5% respectively. ---PAGE BREAK--- Eagle Water Production Records - Eastern Service Area readings of first of each month adjusted for meter changes Total Gal Pumped/Year Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec 31-Dec Well No. 1 - Lexington Hills 30HP Pump 2009 269103 270809 272852 274345 274826 276234 277715 279865 282791 285573 288411 290523 [PHONE REDACTED] 290682 290690 290698 292646 293618 295460 297370 298913 300525 301997 303314 304305 [PHONE REDACTED] 304305 304305 304305 304305 304305 304905 306185 308101 310294 311743 311785 313844 [PHONE REDACTED] 314822 315633 316033 316621 317007 317007 317007 317007 317007 317007 317007 317007 [PHONE REDACTED] 317007 317950 318506 319636 321000 322759 324668 327675 329456 330695 331773 331990 [PHONE REDACTED] 332009 332384 333901 333901 333901 333901 333901 0 334145 334270 335526 336559 337336 Jan & Feb 2010: SCADA problems Dec to April 2010: SCADA problems May 2012 to Jan 2013: SCADA problems March to Aug 2015: Pump Problems 2009 1706 2043 1493 481 1408 1481 2150 2926 2782 2838 2112 151 21571 2010 8 8 1948 972 1842 1910 1543 1612 1472 1317 991 0 13623 2011 0 0 0 0 600 1280 1916 2193 1449 42 2059 871 10410 2012 811 400 588 386 0 0 0 0 0 0 0 0 2185 2013 [PHONE REDACTED] 1364 1759 1909 3007 1781 1239 1078 217 19 15002 2014 375 1517 0 0 0 0 0 [PHONE REDACTED] 1033 777 5327 Well No. 1 - Lexington Hills 75HP Pump 2009 617501 623691 631646 637584 639466 644402 652457 664916 673798 682099 690728 696990 [PHONE REDACTED] 673792 677415 681145 685617 688478 693896 699472 704092 709600 715303 718524 723216 [PHONE REDACTED] 727845 729918 733999 738555 742092 743728 747231 753501 759983 764493 764617 770685 [PHONE REDACTED] 773625 776359 777559 779046 784780 790630 790630 793669 798823 805038 808323 813856 [PHONE REDACTED] 816054 819549 821232 824892 828934 834093 839671 848445 853626 857229 860660 861641 [PHONE REDACTED] 861696 865702 867569 873339 879552 885708 893957 902703 907171 907763 911517 914571 916684 Dec 2012 to Jun 2013: SCADA problems Jul 2012: Pump drive replacement 2009 6190 7955 5938 1882 4936 8055 12459 8882 8301 8629 6262 448 79937 2010 3623 3730 4472 2861 5418 5576 4620 5508 5703 3221 4692 4629 54053 2011 2073 4081 4556 3537 1636 3503 6270 6482 4510 124 6068 2620 45460 2012 2734 1200 1487 5734 5850 0 3039 5154 6215 3285 5533 2155 42386 2013 3495 1683 3660 4042 5159 5578 8774 5181 3603 3431 981 55 45642 2014 4006 1867 5770 6213 6156 8249 8746 4468 592 3754 3054 2113 54988 3700 3357 Well No. 3 - Brookwood 2009 136 [PHONE REDACTED] 11009 16212 18285 18285 18285 18285 18305 20318 27769 2010 27790 37285 46857 51183 54701 58523 61500 67200 72997 76452 81885 87078 90696 2011 90696 96781 103725 108063 113512 119911 126783 128911 135777 150464 153813 157012 [PHONE REDACTED] 164248 171674 177776 185443 188566 194633 205963 216148 224446 227659 233210 236225 [PHONE REDACTED] 241803 245098 249653 253422 257149 261883 265055 266239 272660 276745 280855 287397 [PHONE REDACTED] 294106 297005 297650 303962 306969 311570 316166 321048 328024 337844 341070 345572 351137 Jul to Nov 2009: SCADA problems All Pumps 2009 576 0 2756 7541 5203 2073 0 0 0 20 2013 7451 27633 2009 129,141 2010 9495 9572 4326 3518 3822 2977 5700 5797 3455 5433 5193 3618 62906 2010 130,582 2011 6085 6944 4338 5449 6399 6872 2128 6866 14687 3349 3199 6458 72774 2011 128,644 2012 7426 6102 7667 3123 6067 11330 10185 8298 3213 5551 3015 4315 76292 2012 120,863 2013 3295 4555 3769 3727 4734 3172 1184 6421 4085 4110 6542 6709 52303 2013 112,947 2014 2899 645 6312 3007 4601 4596 4882 6976 9820 3226 4502 5565 57031 2014 117,346 Readings Production Readings Total Annual Volume (x 1,000) Readings Production (x 1,000) Well No. 3 - Brookwood Production (x 1,000) Well No. 1 - Lexington Hills 30HP Pump Well No. 1 - Lexington Hills 75HP Pump Eagle Well Production Water System Master Plan Update 9/2/2015 ---PAGE BREAK--- Eagle Water Production Records - Western Service Area readings of first of each month adjusted for meter changes and for 2011 data Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec 31-Dec Well No. 4 - Legacy 2009 13079 14959 15225 16253 17125 17762 18360 19337 19888 20489 20974 21196 21340 2010 21342 21478 21592 21720 21880 22117 22487 22909 23366 23779 24129 24449 24620 2011 24620 24760 24881 25040 25299 16980 52085 94711 288041 385779 379275 1391557 2245555 2012 2293028 3074737 4912325 6380121 7931108 8781395 10119862 10432881 10919199 11525372 12101193 12546291 13054475 2013 13147776 13577042 14213451 15012784 21134498 29862364 31072423 32589075 34093746 34985060 35980243 36509953 37157780 2014 37157780 38089514 38821413 39698407 40753014 41960078 43501147 45181744 47608076 49851228 51297903 52563432 53990685 May & Jun 2011: Meter problems Nov & Dec 2011: Meter replacement Meter readings after Nov 2011 in direct units Apr & May 2013: Undefined high production 2009 1,880 266 1,028 872 637 598 977 551 601 485 222 144 8,261 2010 136 114 128 160 237 370 422 457 413 350 320 171 3,278 **2011 140 121 159 259 Do not use Do not use 40 189 92 Do not use 1,012 854 2,866 2012 782 1,838 1,468 1,551 850 1,338 313 486 606 576 445 508 10,761 2013 429 636 799 6,122 8,728 1,210 1,517 1,505 891 995 530 648 24,010 2014 932 [PHONE REDACTED] 1207 1541 1681 2426 2243 1447 1266 1427 16,833 **2011 - This meter had multiple problems throughout the year. Well No. 5 - Eaglefield 2009 14024747 14706548 14993599 15097691 15097860 15097864 15261680 15297230 15297230 15297368 15371425 15371425 15371427 2010 15371427 15371510 15371510 15371511 15381027 15381027 15459605 15459610 15494262 15504640 15504640 15544999 15547267 2011 15547267 15641654 15737313 16248402 23704715 25181011 25433616 25433616 25433616 25437982 25454225 25454234 25554882 2012 25574633 25628815 25636334 26143125 26543165 26717086 26749937 26882778 26966597 26972490 26989204 26994225 26999933 2013 26999933 27000199 27008943 27014794 27298474 27298612 27298656 27298719 27298945 27299044 27744928 28028898 28028898 2014 28028898 28040046 28057353 28178900 28189083 28509524 28768373 28931694 29186317 29315950 29374608 29377040 29383084 Jun & Jul 2011: System flushing for aesthetic quality May to Oct 2013: off line to modify chlorine injection system Sept 2012 through Sept 2013 : Chlorine injector problems, backup only 2009 682 287 104 0 0 164 36 0 0 74 0 0 1,347 2010 0 0 0 10 0 79 0 35 10 0 40 2 176 2011 94 96 511 7,456 1,476 253 0 0 4 16 0 101 10,008 2012 54 8 507 400 174 33 133 84 6 17 5 6 1,425 2013 0 9 6 284 0 0 0 0 0 446 284 0 1,029 2014 11 17 122 10 320 259 163 255 130 59 2 6 1,354 All Pumps 2009 2,562 553 1,132 872 637 762 1,013 551 601 559 [PHONE REDACTED] 11,617 2010 136 114 128 170 237 449 422 492 423 350 [PHONE REDACTED] 5,464 **2011 234 217 670 7,715 Do not use Do not use 40 189 96 Do not use 1,[PHONE REDACTED] 13,140 2012 836 1,845 1,975 1,951 1,024 1,371 446 570 612 593 [PHONE REDACTED] 14,199 2013 430 645 805 6,405 8,728 1,210 1,517 1,505 891 1,441 [PHONE REDACTED] 27,052 2014 943 749 999 1,065 1,528 1,800 1,844 2,681 2,373 1,505 1,268 1,433 2014 20,201 Total Annual Volume (x 1,000) Readings Production (x 1,000) Readings Production (x 1,000) Well No. 5 - Eaglefield Well No. 4 - Legacy TOTAL WESTERN PRODUCTION Eagle Well Production Water System Master Plan Update 9/2/2015 ---PAGE BREAK--- CITY OF EAGLE – WATER SYSTEM MASTER PLAN 2015 UPDATE HOLLADAY ENGINEERING COMPANY 36 of 63 4.3.4 Water Consumption and Declining Balance Water consumption averages are derived from metered sales records. Household occupancy from the 2000 census to the 2010 census changed from 2.81 persons per household to 3.13 persons per household (or EDU) within the Eastern Service Area. This 11.4% increase in household size contributed to a decrease of 6.2% in the gallons per capita calculation results. Average consumption per EDU from 2009 through 2014 was 252 gallons per day. WATER USE – 2009 through 2014 Summary CONDITION AVERAGE DAY(2) MAX DAY(3) PEAK HOUR(4) Households 1,356 Household, gal/day/EDU 252 428 728 System, gal/day 340,918 852,300 1,278,500 System, gal/min 236 590 885 Per Capita, gal/day 80.7 These averages represent values derived from the Eastern Service Area meter records. Average Day does not include an irrigation component as pressure irrigation is supplied from surface water sources. Max Day Factor: 1.7 times Average Day. Peak Hour Factor: 1.7 times Peak Day. In August, 2008, a letter addendum to the 2008 Plan was filed with the IDEQ updating the flow test information from Well No. 4 and Well No. 5. The purpose of the new flow test information was to document available flow using the recently installed pump systems. The conclusion of the addendum is the Western Service Area “has a maximum capacity, with the largest well out of service, of 2,300 gallons per minute (gpm).”7 The addendum included new declining balance worksheets based on this flow rate. The addendum perpetuated the 2005 Plan and 2008 Plan assumptions of two potential water demand rates, Historic Use and Projected Use. 7 City of Eagle, Western Expansion Area Municipal Water System Flow Testing – Updated Declining Balance, Letter to Monty Marchus, State of Idaho Department of Environmental Quality, August 8, 2008. ---PAGE BREAK--- CITY OF EAGLE – WATER SYSTEM MASTER PLAN 2015 UPDATE HOLLADAY ENGINEERING COMPANY 37 of 63 The origin of the hypothetical (Projected Use) water demand rate and two declining balance tables stem from the City’s “Soaring 2025 Western Sub-Area Plan,” an amendment to the 2000 Comprehensive Plan with a wide range of possible land uses proposed for the Western Service Area during the time frame of preparation of the 2005 Plan. “The distinguishing characteristic of the two declining balance worksheets is that Projected Use reflects a range of municipal water use normal to a diverse mixture of residential, commercial and industrial customers, whereas the basis for the Historical Use worksheet represents residential use only…”8 Since 2005, substantial developments have been constructed or are planned in the Western Service Area featuring residential uses. Residential demand with no irrigation component for this area is similar to water use pattern in the Eastern Service Area presented in the table above. Updated Declining Balance worksheets for the Eastern and Western Service Areas are presented in Exhibit T. The use of a second “Projected Declining Balance” calculation is discontinued. 8 City of Eagle Amended Master Plan, 2008, Section 4.4 ---PAGE BREAK--- CITY OF EAGLE – WATER SYSTEM MASTER PLAN 2015 UPDATE HOLLADAY ENGINEERING COMPANY 38 of 63 CHAPTER 5.0 INVENTORY AND CAPITAL REPLACEMENT PLAN 5.1 Storage and Component Inventory The 1-million gallon buried concrete storage reservoir constructed in 2007 is functioning as designed. It continues to be monitored in accordance with IDAPA requirements. An unforeseen development is the use of the concrete top surface by recreation bicyclists. This has led to concerns about access to the structure and ventilation system as well as for the safety of the bicyclists. A protected and secure water system is vital to the City. The reservoir’s accessibility coupled with the rise in local trail riding use increases exposure to vandalism to the water system. The City is monitoring damaged areas along the rim of the concrete top. It is recommended the City perform a vulnerability assessment of the site and plan for greater degree of protection from access suitable for the area and public uses. A full inventory of system components will be included in a Capital Replacement and Capital Improvement Plan document when it is produced. Water lines currently installed in the distribution system are summarized in the following table. Distribution System Line Summary Line Size Length (feet) Miles 4 6,013 1.14 6 22,614 4.28 8 68,981 13.06 10 27,286 5.17 12 21,191 4.01 16 13,476 2.55 20 1,330 0.25 ---PAGE BREAK--- CITY OF EAGLE – WATER SYSTEM MASTER PLAN 2015 UPDATE HOLLADAY ENGINEERING COMPANY 39 of 63 5.2 Capital Replacement Plan The Water Department is in the process of updating its water meters to radio read Neptune R900® meters. Beginning with the earliest meters placed in service in 1992 when the City acquired the water system, the Department budgets for and replaces 100 meters per year. There are 920 manual read meters remaining in the system. The replacement and upgrade to radio read of meters accomplishes two goals of utility management: improved accuracy and decreased labor cost to perform a routine task. A replacement schedule developed in the 2005 Plan remains consistent with current operation elements of the water system. Meter replacement has been accelerated to a rolling 15-year replacement cycle. Other planned elements such as the storage reservoir have been completed. ---PAGE BREAK--- CITY OF EAGLE – WATER SYSTEM MASTER PLAN 2015 UPDATE HOLLADAY ENGINEERING COMPANY 40 of 63 CHAPTER 6.0 CAPITAL IMPROVEMENT AND EXPANSION PLAN 6.1 General Expansion of infrastructure to provide water service has remained consistent with the overall planning framework of the 2005 Plan. The pace of development in Eagle slowed with the contraction of the housing market after 2006 mirroring the national trend in housing starts. In Idaho, specifically in the Treasure Valley, the stagnant housing market began to improve in 2011 and since then has continued a gradual acceleration. Permits for new residential construction are on the rise. The following table demonstrates the cycle in housing starts for the entire City within a 14 year growth period. New Residential Construction, by Permits Issued Year Permits Year Permits Year Permits 2014 398 2009 33 2004 489 2013 292 2008 90 2003 427 2012 228 2007 87 2002 347 2011 140 2006 232 2001 353 2010 103 2005 512 The location of the majority of tracts of land submitted for review and approval is in the area identified as the Western Service Area west of Linder Road and generally north of State Highway 44. Specifically, these are situated in the block boundaries identified as Block 1 and Block 3 with minor development occurring in Block 2 and Block 5 of the 2005 Plan. The City’s detailed 2008 Budget and Capital Plan identified two significant projects. The $2.59 million project to add a 1-million gallon reservoir along with the new Brookwood Well (Well No. 3) was completed and is fully operational. The planned Local Improvement District formation to acquire Eagle Water Company for $7.2 million was not consummated. ---PAGE BREAK--- CITY OF EAGLE – WATER SYSTEM MASTER PLAN 2015 UPDATE HOLLADAY ENGINEERING COMPANY 41 of 63 6.2 Expansion Plan At the formative stage of the Western Service Area as described in the 2005 Plan, it was necessary for the City to plan a growth process and timetable for budgetary purposes. This enabled the City to anticipate staff, equipment, and contract requirements for the initial implementation and growth of a water department. The 2005 Plan included preliminary design for the expansion area (Section 6.2.1), envisioned development blocks (Section 6.2.2), and set the stage for contract operation until the City could staff a Water Department. Since 2005, growth in the area has rendered descriptions of development blocks unnecessary for updates. The Western Service Area is proceeding substantially in accordance with the 2005 Plan. Land use patterns adopted for this area remain valid for defining the anticipated flow and pressure demands for system expansion. The Trunk Line System and Pressure Zone Map, Map No. 8, previously discussed in Section 4, Western Area Modeling Results. Development Block 4 (“Block of the 2005 Plan describes the area lying one-half mile north of Beacon Light Road from Highway 55 on the east to Lanewood Road on the west side of the Block. The development potential for the immediate 2,080 acres that comprises Block 4 is limited to approximately 480 acres in the Eastern Service Area and to approximately 320 acres in the Western Service Area. Developed portions of Block 4, consisting of 1,280 acres of Residential Estate lots, are served by individual or private wells. The area north of Block 4 between Park and Eagle Road (approximately 2.5 miles in width) abutting the foothills is also developed with properties from two to five acres. Foothill Residential lot sizing criteria in Block 4 controls the number and type of water service customers on a central distribution system within the planning horizon. The 2005 Plan trunk line improvements for Block 4 served to accomplish several planning elements for the water system. A. The initial plan linked the Eastern and Western Service Areas with a 16-inch trunk line for the purpose of establishing a single, unified utility service footprint. B. Operationally, this plan, when implemented, permits utility operation by a single pressure/flow control system. C. A unified system has the advantage of distributing municipal water rights and supply throughout the combined service areas accomplishing the regulatory requirement for redundancy by accessing all four wells and the storage reservoir. D. From the land use perspective, linking the Eastern and Western Service Areas signals the City’s intent to provide water service for all developable land lying north of Beacon Light Road, an area defined as “Residential Estate” and “Foothills Residential” in the 2011 Comprehensive Plan. ---PAGE BREAK--- CITY OF EAGLE – WATER SYSTEM MASTER PLAN 2015 UPDATE HOLLADAY ENGINEERING COMPANY 42 of 63 The benefits of the joined service area have been tempered by events and actions taken since 2005. The City has adequate control system and staff in place to operate its two public water systems. Current applications, discussed below, permit the withdrawal of water from all existing points of diversion gaining valuable flexibility for ground water place of use. As the City acquires additional water rights, wells, and storage reservoirs in each service area, the benefit of shared supply for system redundancy between service areas diminishes. The City has adopted a foothill component within its Comprehensive Plan that controls growth abutting currently developed areas. With the Spring Valley annexation and development agreement requirements for open space, the City has an assurance of protecting open space thereby limiting potential ground water uses in undeveloped portions of the foothills. Unless an additional demand can be identified and quantified, the initial 2005 Plan projection for a 16-inch diameter trunk line appears at this time to be oversized for system operation. In anticipation of build out of the Comprehensive Plan in the remaining areas of Block 4 and the abutting portions of undeveloped foothills lying north of Block 4, the connecting trunk line in Beacon Light Road from Highway 55 to Lanewood Road has been reduced to 12-inches. Sections 6.2.1 through 6.2.3.2 of the 2005 Plan are no longer applicable to the current Western Service Area due to ongoing development since 2005. 6.2.4 Operation Plan Section 6.2.4 of the 2005 Plan is no longer applicable for the start-up of the Western Service Area. The Operation Plan has been superseded by a separate set of operating plans for the Eastern and Western Service Areas. In 2008, the City was under contract for operation of its two water systems, the existing Eastern Service Area and the start-up Western Service Area. Two Operation and Maintenance Manuals were prepared, one for each system. The manuals covered all aspects of operation including start-up, shut-down, emergency power, alarms and troubleshooting, routine inspections, and emergency response procedures. They also contained samples of Contamination Notices, Cross Control Plan, and other operation forms. These manuals were approved by IDEQ in April, 2008. Though the system has developed, the manuals have not been updated. The Water Department is updating emergency contacts and has made certain changes. Technical changes to the Operation and Maintenance Manuals will be addressed by design engineers and SCADA team when ongoing operational testing of the Western Service Area control and disinfection system is completed. New chapters will be added addressing chlorination, updated startup procedures, parameters for pressure and variable speed control, and lead/lag pump recommendations. ---PAGE BREAK--- CITY OF EAGLE – WATER SYSTEM MASTER PLAN 2015 UPDATE HOLLADAY ENGINEERING COMPANY 43 of 63 6.3 Western Service Area Startup Procedure Section 6.3 of the 2008 Plan is no longer applicable for the start-up of the Western Service Area. 6.4 Capital Projects to Improve System Performance The City has two water infrastructure related fees in place to address the capital costs of buy-in and expansion of the water system: the Storage and Trunk Line (“STL”) Fee and the Water Construction Equivalency (“WCE”) Fee. The STL Fee is specifically used to fund the storage and trunk line development for build out of the Eastern and Western Service Areas as defined in the 2005 Plan. Payment of the fee is linked to the application and platting process. The WCE Fee, adopted by the City in 1992, has been utilized for improving water supply. The fee is payable at the time of issuance of the building permit. “The purpose in designing customer-contributed- capital charges is to prevent or reduce the inequity to existing customers that results when these customers must pay the increases in water rates needed to pay for added plant costs for new customers.”9 The fees allow the water utility to finance the required facilities by use of “growth- pays-for-growth” policy. The STL Fee was last modified in 2009. The STL fee is based on the projected costs of necessary capital improvements divided by the projected capacity of those improvements. In a recent case, NIBCA v. City of Hayden10, the Idaho Supreme Court defined the buy-in methodology based on the estimated cost of new construction needed to extend the system to future users. The City should restructure its fee methodology in conformance with the decision when updating its STL and WCE fees. A full rate study including an updated STL Fee and WCE Fee evaluation should be proposed by the Water Department in the next budget cycle. In accordance with the decision, an analysis of a fee based on value of capacity at a point in time implies an annual review of fees. Multiple capital projects have been identified to link existing components of the water system to improve water quality, quantity, and to provide system redundancy to better serve in emergencies or to improve the utility system generally. Capital projects featuring water lines may be constructed by the City from STL fees or by developers with credits for the STL fees owed to the City. Water lines identified for inclusion in capital planning are given in the following table. 9 AWWA, Manual of Water Supply Practices, Water Rates and Related Charges, AWWA M26, pg. 14 10 North Idaho Building Contractors Association v. City of Hayden, Idaho Supreme Court, February 26, 2015 ---PAGE BREAK--- CITY OF EAGLE – WATER SYSTEM MASTER PLAN 2015 UPDATE HOLLADAY ENGINEERING COMPANY 44 of 63 Proposed Capital Projects Budget(1) 1 Intertie on Floating Feather Road from Snoqualmie Subdivision to Mosca Seca No. 1 $259,755 2 Intertie from North Star Charter School to Cabra Creek Subdivision $302,364 3 Trunk line extension from E. Greenbrook to Beacon Light Road $944,536 4 Trunk Line extension on Beacon Light Road from Hwy 55 to Vizcaya Subdivision $750,952 5 Replace 800 Manual-read Water Meters TBD 6 Install Security Fence at Eagle Sports Park Reservoir TBD 7 Acquire Property and Construct Water Department Facility TBD 8 Rebuild Eagle Well No. 1, Lexington TBD 9 Construct 1.5 MG Reservoir in Western Service Area TBD Capital Projects listed above are representative of identified water utility projects. The listed projects are not prioritized and do not represent all system improvement needs. A multi-year capital plan and budget analysis with guidance from decision makers is beyond the scope of this planning document. Project budgets for trunk line construction are developed for four listed projects to achieve more efficient operation, control and security from a redundant water supply, looped lines, and better access to the storage reservoir supply. Larger water line projects were split into multiple phases of construction to reflect incremental funding from STL fees for planning budget purposes. See Exhibit U for project location maps and unit cost. ---PAGE BREAK--- CITY OF EAGLE – WATER SYSTEM MASTER PLAN 2015 UPDATE HOLLADAY ENGINEERING COMPANY 45 of 63 Related to water distribution lines and water supply is the need for a utility building and equipment yard. As a start-up utility the Water Department began its operation from an office in City Hall. Equipment such as meters, valves, hydrants and spare parts are stored in a rented storage facility. Safety and training meetings are held at City Hall and all of the functioning elements of maintenance including chemicals, trucks, tools, and equipment are orchestrated from the single office at City Hall. With the majority of projected growth lying in the western portion of the City, it would serve the City and Water Department to plan for a utility yard and eventually a service facility located west of Linder Road. Initially a parcel of land could be acquired and zoned appropriately. In succeeding budgets the parcel may be landscaped and fenced to screen and secure the site. When appropriate, a building could be added to complete an operation facility. Based on experience with similar utility operation centers, the enclosed portion of a facility yard should be not less than two acres for truck access and turning movements. Allowing for screening landscape, the City may consider a three to four acre parcel. Absent an actual plan or site, the following table lists representative categories for budget planning. Water Facility – Capital Improvement Project from Rates Component Budget Land Acquisition, 4 acres $200,000 Screening, Landscape, Fencing $100,000 Utilities, Base, Aggregate Surfacing $80,000 Building (2,100 sq ft @ $170) $360,000 Street, Parking Improvements $100,000 Total $840,000 Funding for a Water Department facility should come from the benefitting rate payers, both existing and new. A rate study to review and recommend funding strategies is an initial step toward securing this asset for the Water Department’s functions. ---PAGE BREAK--- CITY OF EAGLE – WATER SYSTEM MASTER PLAN 2015 UPDATE HOLLADAY ENGINEERING COMPANY 46 of 63 6.5 Spring Valley Capital Projects Construction of PUMP #1 improvements will be funded in part by the Spring Valley Community Infrastructure District No. 1 (“CID”) and by private funds but completely independent of the City and its municipal budgets. Details of the CID organization and functions may be found on the City’s website under Public Records. An overview of the boundary, the planned improvements, and financing methods is contained in the document, “General Plan for the Proposed Spring Valley Community Infrastructure District No. 1” located under the CID documents title, “Miscellaneous.” Water improvements include supply production, treatment, storage, and distribution facilities. “The CID provides a method to secure bonding to finance the construction of improvements… The CID [Board] will review developer requests and costs for water system infrastructure improvements, and when/if approved, will draw from the CID’s bonding capacity to pay for the project.”11 The role of the Water Department in the planning and construction approvals for Spring Valley is the same as for any other development with City municipal water lines. Plans will be submitted for review by the Water Department and City Engineer. The Water Department shall be represented in preconstruction meetings, construction meetings, and shall be present for all testing. When the first phase of PUMP #1 is constructed and approved by the City and by IDEQ, ownership of the completed infrastructure will be transferred to the City for operation and maintenance. Once improvements are transferred, it becomes the City’s responsibility to continue any monitoring requirements including ground water monitoring that are attached to state agency approvals for that phase. 11 Spring Valley Water Facility Plan, Section 6 ---PAGE BREAK--- CITY OF EAGLE – WATER SYSTEM MASTER PLAN 2015 UPDATE HOLLADAY ENGINEERING COMPANY 47 of 63 CHAPTER 7.0 WATER RIGHTS AND GROUND WATER MONITORING 7.1 Water Rights12 Current water rights for the City of Eagle water system other than those for Spring Valley are summarized below. Water Rights Water Right No. Well No. Priority Date Authorized Diversion Rate (cfs) Combined Municipal Diversion Rate (cfs) 63-09331 1/17/1980 0.10 Irrigation, 0.10 63-11413 1 4/2/1991 3.15 3.25 63-12448 2 4/8/1998 3.25 63-12017 3 2/2/1994 1.56 Amenity use only. 63-32089 4 1/19/2005 4.0(1) 2.23 63-32090 5 1/19/2005 4.9(2) Total Municipal Diversion Rate 5.58 Includes 1.77 cfs for Fire Protection. The entire diversion rate is identified for Fire Protection. Two of the listed water right permits, 63-32089 and 63-32090, are being utilized under conditional approval by the Idaho Department of Water Resources (“IDWR”) until the proof of beneficial use is filed. The due date for filing proof of beneficial use has been extended by IDWR until November 12, 2015. See Exhibit V. 12 Chapter 7, Water Rights and Ground Water Monitoring, has been submitted for review by City of Eagle legal counsel. ---PAGE BREAK--- CITY OF EAGLE – WATER SYSTEM MASTER PLAN 2015 UPDATE HOLLADAY ENGINEERING COMPANY 48 of 63 As an interim measure to assure adequate water supply for the Western Service Area, the City leases ground water on a temporary basis from the Water Supply Bank through IDWR. One lease, Water Right 63-32960, for 2.00 cfs runs through December 31, 2017. A second lease from the City’s Water Right 63-12448 from the Eastern Service Area is for 0.80 cfs. Once the proofs of beneficial use for 63-32089 and 63-32090 are completed, the City may elect to discontinue these leases. 7.1.1 Current Permit Applications and Listed Points of Diversion The City has two water permit applications pending before IDWR: 63-33876 and 63-33878. Upon IDWR approval and the completion of proof of beneficial use as described above, these permits will allow the City to discontinue the interim water lease program. When new wells are drilled and completed pursuant to these applications, the restriction in the Western Service Area on residential units under the declining balance provisions of IDEQ can be re-evaluated. There are four Points of Diversion (“POD”) identified within the Western Service Area for well sites. These include the present locations of Well No. 4 and Well No. 5 in addition to two locations for future wells. These new well sites are to be located within the NW1/4, NW1/4, Section 10, and the NW1/4, NE1/4 Section 10, in Township 4 North, Range 1 West of the Boise Meridian. Water Rights and Points of Diversion in Western Service Area Water Rights Points of Diversion Well No. 4 SE¼NW¼ Section 11 Well No. 5 NW¼SE¼ Section 11 NW¼NE¼ Section 10 NW¼NW¼ Section 10 63-32089 Municipal: 2.23 cfs Fire Protect: 1.77 cfs X X X X 63-32090 Municipal: 0.00 cfs Fire Protect: 4.91 cfs X X X Application 63-33876 Municipal: 4.50 cfs X X X X ---PAGE BREAK--- CITY OF EAGLE – WATER SYSTEM MASTER PLAN 2015 UPDATE HOLLADAY ENGINEERING COMPANY 49 of 63 Application 63-33878 Municipal: 3.00 cfs X X X X 7.1.2 Ground Water Monitoring – Western Service Area The Final Order for water rights 63-32089 and 63-32090 issued February 26, 2008 contained stipulations for ground water monitoring including: “Prior to the diversion of water under this right, the right holder shall construct/identify four observation wells for future monitoring” and “Prior to the diversion of water under this right, the right holder shall develop and the Department must approve, a monitoring, recording, and reporting plan for the observation wells.” The “Monitoring, Recording, and Reporting Plan: Permits 63-32089 and 63-32090” was prepared by SPF Water Engineering and approved by IDWR. Three monitoring wells were completed in 2013 in accordance with the Plan. IDWR has elected to monitor the wells on a quarterly basis for parameters identified in the monitoring plan. See Exhibit W. 7.1.3 Water Right – Spring Valley Service Area After an extensive ground water study and aquifer characterization, M3 filed an application (63- 32573) for a water right in 2006 with the IDWR sufficient to serve their Planned Unit Development at build-out. Following the requisite hearings and findings, the application was modified and re- filed as the Second Amended Application for Water Right Permit filed with IDWR in 2008. A Final Order was issued in December, 2009. This Final Order was appealed by protestants which resulted in issuance of an Amended Final Order by IDWR in January, 2010. M3 filed for judicial review which resulted in a Settlement Agreement with IDWR on the matter of a qualifying municipal provider. The City was assigned the water right application as a municipal owner. On March 9, 2012, a Second Amended Final Order was issued granting 23.18 cfs of ground water to the City specifically to be used for the Spring Valley project. See Exhibit X. Permit No. 63-32573 is subject to conditions of approval. Several key provisions relevant for utility planning purposes are referenced below.  The peak diversion rate of 23.18 cfs for a 30 year planning horizon is subject to an annual diversion volume limit of 6,535 acre feet. ---PAGE BREAK--- CITY OF EAGLE – WATER SYSTEM MASTER PLAN 2015 UPDATE HOLLADAY ENGINEERING COMPANY 50 of 63  The full system capacity must be constructed by the end of the 30 year planning horizon.  The place of use is limited to Sections identified in the Permit (“Spring Valley”).  There is a conditional irrigation water component restriction.  The Permit is subject to complying with the Monitoring Plan dated March 17, 2011 as approved by the IDWR. 7.1.4 Ground Water Monitoring – Spring Valley Service Area The “Ground Water – Level/Production Monitoring Plan” was developed by Hydro Logic, Inc. in the format of a Technical Memorandum for M3 Eagle, LLC. in response to the condition of approval of IDWR. See Exhibit Y. The significance of this plan for the City is that, as phases of Spring Valley are completed and accepted by the City for operation and maintenance, ground water monitoring in the completed phase becomes the responsibility of the City. Monitoring protocol and test equipment are meticulously defined. Monitoring periods and reporting are described as agreed to by IDWR. At the time of acceptance, the City will evaluate monitoring options and continue the program with staff or by a contracted consultant. 7.1.5 Reasonably Anticipated Future Needs Idaho Statutes provide an appropriation process specifically to address the continued growth of municipal populations and the water demands occasioned by those increases. Idaho Code 42- 202B describes future demands as “reasonably anticipated future needs” for a municipal applicant. The application process allows cities to apply for “future uses of water…for municipal purposes within a service area which, on the basis of population and other planning data, are reasonably expected to be required within the planning horizon of each municipality within the service area not inconsistent with comprehensive land use plans…” During the period M3 was applying to IDWR for a water right that would meet their needs for a 30 year period, IDWR requested the City prepare a separate Reasonably Anticipated Future Needs (“RAFN”) application for domestic water. See Exhibit Z. The City, following the example of previous municipal RAFN applications, selected a 30-year planning horizon and conducted an extensive growth analysis as the basis for defining future water needs based on its 2011 Comprehensive Plan. See Chapter 2, above. The City presented information to the Department in several drafts to obtain feedback on what format and information the IDWR was seeking in conjunction with its review of the M3 application. IDWR did not concur with the City’s draft conclusions and proceeded to develop a separate RAFN analysis of the City’s needs. The City filed a Revised RAFN Water Right Application with IDWR in October, 2011 and entered an Objection and Motion to Strike the IDWR version of future needs. The City identified and supported future needs for 26.57 cfs of ground water to go with its current water rights of 5.58 cfs. ---PAGE BREAK--- CITY OF EAGLE – WATER SYSTEM MASTER PLAN 2015 UPDATE HOLLADAY ENGINEERING COMPANY 51 of 63 In its Second Amended Final Order, IDWR denied the City’s Motion to Strike and declined to consider the City’s revised application.13 Additional applications (See Section 7.1.1, Current Applications, above) for municipal supply were filed by the City in November, 2013. Application 63-33876 was filed for a RAFN ground water right of 3.0 cfs based on the IDWR analysis of 2011. Application 63-33878 was filed for a non- RAFN ground water right of 4.5 cfs. These applications are currently under review by IDWR. The City has an expectation of receiving the water right permit for both applications. Upon approval, the City will require an additional 19.07 cfs of ground water to meet its projected water demand within its 30-year planning horizon. 7.1.6 Foothills Planning Area Irrigation Analysis In preparing the RAFN application, the City combined conservation measures incorporated in the M3 application and the water use standards of IDWR for irrigation. In the IDWR Water Management document it states: “A total diversion of 0.02 CFS per acre irrigated, unless the applicant or claimant can demonstrate that more is required. For irrigated tracts of 5 acres or less, no additional justification is required for up to 0.03 cfs per acre. For irrigation of public spaces, such as parks and school grounds, IDWR will authorize a diversion of 0.02 cfs per acre times 24 divided by the number of hours irrigation actually occurs each day.” Applying this IDWR use rate to the entire developable area of the foothills would require a water right of 234.8 cfs for the irrigation component. Rather than apply for irrigation use ten times greater than the domestic use component of 21.33 cfs, the City chose in its RAFN application to mirror IDWR approved conservation values of the M3 Application. Contained within the M3 Second Amended Application for Water Right Permit, Feb. 1, 2008,14 is a calculated irrigation water demand at build-out prepared by their consultants. The consultants recommended, and IDWR accepted, conservation measures based upon limited irrigable lands for various uses including single family residential, multi-family residential, public and commercial units. For example, according to the conservation practices identified in the M3 Application, only 13 Idaho Department of Water Resources, In the Matter of Application for Permit No. 63-32573, in the Name of the City of Eagle, Second Amended Final Order, March 9, 2012, page 3, ff. 14 Second Amended Application for Water Right Permit, M3 Eagle, LLC, February 1, 2008 on file at the Idaho Department of Water Resources. ---PAGE BREAK--- CITY OF EAGLE – WATER SYSTEM MASTER PLAN 2015 UPDATE HOLLADAY ENGINEERING COMPANY 52 of 63 3,500 sq ft of irrigated area was allowed per single family residence.15 Employing the square footage per lot limitation of 3,500 sq ft irrigable area, the City of Eagle’s RAFN application projected a future need component for irrigation of 10.82 cfs. Of the 3,500 sq ft, 2,000 sq ft was to be turf and 1,500 sq ft was for drip system irrigation. Following conservation measures of M3, this amount would irrigate 360.5 acres of the 7,827 buildable acres in the designated foothill area. Foothill Irrigation Demand Based on Limited Irrigable Lot Coverage Lots Irrigable Area per Lot Total Area (sq ft) Total Area (acres) Required Flow at 0.03 cfs Rural Residential 416 3,500 1,456,000 33.43 1.00 Neighborhood Community 23.60 0.71 Unconstrained Residential 3,777 3,500 13,219,500 303.48 9.10 Total, All Uses 360.51 Ground Water Irrigation Demand, cfs 10.82 15 Ibid, Exhibit 5.7, pg. 1: Foothills Irrigation Demand - 2,000 sq ft turf area and 1,500 sq ft drip irrigation per [residential] unit. ---PAGE BREAK--- CITY OF EAGLE – WATER SYSTEM MASTER PLAN 2015 UPDATE HOLLADAY ENGINEERING COMPANY 53 of 63 Utilizing the same number of lots, total acres and 0.03 cfs flow rate, but comparing irrigable areas per lot ranging from 2,000 square feet through 7,000 square feet, the water demand for irrigation varies as shown in the following table. Required Flow for Lot Coverage Irrigable Area per Lot (sq ft) Required Flow at 0.03 cfs 2,000 6.48 3,000 9.37 3,500 10.82 4,000 12.26 5,000 15.15 6,000 18.03 7,000 20.92 Achieving water conservation for the foothills must be a politically directed process. Decisions are affected by environmental conditions, financial capacity and administrative processes, stakeholders and jurisdictional agencies. The City’s selected value of 3,500 sq ft per lot irrigable area to arrive at an amount of irrigable acreage to expedite a water rights application served a purpose and had precedent in the IDWR approval in the City’s Permit No. 63-32573. However, a foothills water conservation policy must ultimately be established through a process linking development, infrastructure and public interest. The water conservation values used for calculating irrigation use in the foothills will require additional public education effort by the City with cooperation from the development community. An implementation plan for a conservation use policy for irrigation water from ground water sources will be vital to achieve an equitable distribution of any irrigation water right component over the 7,827 acres of developable lands within the foothills region of the Comprehensive Plan. ---PAGE BREAK--- CITY OF EAGLE – WATER SYSTEM MASTER PLAN 2015 UPDATE HOLLADAY ENGINEERING COMPANY 54 of 63 7.2 Water Quality Monitoring Consumer Confidence Reports (“CCR”) are prepared annually for the public’s assurance of safe drinking water. Access to the latest CCR as reported to IDEQ is available on-line. To view the report information:  Navigate to www.cityofeagle.org  Click on “City Departments”  Click on “City of Eagle Water Department (year) Consumer Confidence Report” ---PAGE BREAK--- CITY OF EAGLE – WATER SYSTEM MASTER PLAN 2015 UPDATE HOLLADAY ENGINEERING COMPANY 55 of 63 CHAPTER 8.0 WATER QUALITY MONITORING Section 8.1 Monitoring Plan and Section 8.2 Compliance Plan presented in the prior 2005 and 2008 Plans have not been changed as they remain applicable to this Update. For the latest information on monitoring and compliance reporting frequencies, see websites identified below. 8.3 Tests and Reporting Public drinking water systems are required to report water quality test results to IDEQ for public information. All test results are available through the IDEQ website at To view the test results, dates of latest tests, and related information:  Type the PWS number in the search field (ID# 4010201 or ID# 4010222)  Click on “Search for Water Systems”  Click on the water system number to bring up “Water System Details”  Click on test parameter links along the left margin for test report results. A history of water quality test results for the City’s two public water systems may be found through the IDEQ website. Routine testing for contaminants include chemical and radiological, coliform, lead and copper, disinfection by products, and chlorine maximum residual disinfectants. See Exhibit AA. For the most current results, type “IDEQ Water Quality” into an internet browser. Follow the steps below:  Click on “Water Quality – Idaho Department of Environmental Quality”  Click on “Drinking Water” and on “PWS Switchboard”  Click on “Access the PWS Switchboard”  Under Tools / Data, Click on “Sample Results”  In the box, Water System No., type in the number for either water system and Click on “Search for Water Systems”  Click on the high-lighted water system number  Using the links in the left hand column, Click on a specific test. 8.4 Chlorination System Report for Well No. 1 and Well No. 3 ---PAGE BREAK--- CITY OF EAGLE – WATER SYSTEM MASTER PLAN 2015 UPDATE HOLLADAY ENGINEERING COMPANY 56 of 63 In 2008, a Chlorination System Project Preliminary Engineering Report was prepared for IDEQ that established the need for chlorination in the Eastern Service Area. Two onsite sodium hypochlorite (NaClO) generation systems by MIOX® were purchased by the City and installed. Subsequently the City replaced the sodium hypochlorite generators with liquid sodium hypochlorite injection systems because of problems with the operation of the MIOX system. The City was cited for IDEQ Violation of Idaho Code 39-118 and was required to submit a preliminary engineering report to justify the modification. A copy of the IDEQ approved 2013 Project Specific Engineering Report is attached. See Exhibit AB. 8.5 Chlorination System Report for Well No. 4 and Well No. 5 During startup when fewer than 10 residential services and a charter school were connected to the new Western Service Area system, the City had a number of complaints on color and odor. Specifically, complaints include: a. Yellow fixture staining water that is suspected from iron, and b. “Rotten egg” water odor that is suspected from hydrogen sulfide. The public water system including the initial largest trunk line section was sized to provide water for more than 1600 residences. The trunk line and distribution system was larger than necessary for the small number of start-up customers. The large distribution system volume created a long retention period resulting in stagnated water. The City initiated a year-long flushing program that was not successful in overcoming these issues. At that time, the City had more than 200 connections but was receiving complaints on odor and color. In May, 2011, a preliminary assessment of water quality was forwarded to IDEQ in response to complaints about water quality. IDEQ requested the City perform a pilot study plan for approval prior to initiating chlorination. A Chlorination Pilot Study Plan was submitted in June, 2011 describing the problem, alternatives to abate poor water aesthetics, and additional analytical testing with detailed study protocol. Data for the Chlorination Pilot Study was submitted in February, 2015. IDEQ accepted the data with the directive the City present a Preliminary Engineering Report and construction drawings within 60 days following IDEQ’s concurrence with the data as presented. IDEQ approved the Preliminary Engineering Report in June, 2015. Modifications to the Well No. 4 (Legacy) including reconfiguring the chlorine injection pumps and reprograming the SCADA controls are under way. See Exhibit AC for submitted data and the approved Preliminary Engineering Report. The Western Service Area is experiencing rapid growth relative to its small user base. This will require frequent adjustments to the injection system involving reprograming the control system ---PAGE BREAK--- CITY OF EAGLE – WATER SYSTEM MASTER PLAN 2015 UPDATE HOLLADAY ENGINEERING COMPANY 57 of 63 until the demand stabilizes as more users come onto the system. As the user base increases, the frequency of required adjustments to the injection system will decrease. Water quality data collected for regulatory compliance indicates the water is safe for consumption meeting primary drinking water standards, coliform, and volatile organic requirements. Test results also indicate low levels of iron and manganese in City Well No. 4 and Well No. 5 which may affect color. Iron, manganese, and other contaminates affecting water color are not considered health hazards but they do impart aesthetically negative qualities to drinking water. 8.6 Sanitary Surveys The most recent Sanitary Surveys of the City’s water systems were completed in 2010. These surveys are conducted by IDEQ to identify deficiencies and to set dates for operators to bring systems into compliance with regulations. The City’s systems each had very minor deficiencies that were identified and corrected. See Exhibit AD. ---PAGE BREAK--- CITY OF EAGLE – WATER SYSTEM MASTER PLAN 2015 UPDATE HOLLADAY ENGINEERING COMPANY 58 of 63 CHAPTER 9.0 SOURCE WATER ASSESSMENT 16 Source water assessments have been completed by IDEQ for each of the City wells. These completed assessments can be accessed on the IDEQ website at http://www2.deq.idaho.gov/water/swaOnline/. To view the assessment reports and interactive map:  Click on the ink to the search page (link at bottom left)  Type in the PWS number to the search field (ID4010201 or ID4010222)  Completed assessments will be listed in a table below the search fields  To view the individual assessment report for each source, click on “Summary Report” for each source (far right column of the table). It may be useful to view the entire source for the PWS on one map:  Click on “State Dynamic Map”  Select the county and select “go”  Select the PWS name from drop down list – the map will zoom to the area and display all the sources for that PWS. 16 The web location and access information was provided by Julia Achabal of Idaho Department of Environmental Quality. ---PAGE BREAK--- CITY OF EAGLE – WATER SYSTEM MASTER PLAN 2015 UPDATE HOLLADAY ENGINEERING COMPANY 59 of 63 CHAPTER 10.0 SYSTEM BUDGET The utility budget for the Water Department is prepared on a single, year-to-year basis. This one- year-at-a-time process is consistent with many City departments that function with limited long- range planning for significant capital projects. It reflects a budgeting process by the Water Department that has not adopted a systematic CIP requiring a corresponding multi-year revenue component. In response to a fiscal year ending in September, the Water Department gathers operation revenue and expense data each spring. A three-year history of costs is compiled and an average over the period is calculated. To this average, three percent is added to account for inflation. If a single-year project, new hire, or equipment acquisition is anticipated, the budget will be adjusted accordingly for the upcoming year. Currently there is a very small amount budgeted for ongoing capital improvements outside of normal operation expenses with the exception of meter replacement. The Water Department has not yet experienced the need to reach into a reserve account to fund a major component failure or anticipated replacement. The water utility system is young by utility standards (all infrastructure has been constructed since 1992). When undertaking long-term capital improvement projects funded through user rates, it will become imperative for budgeting and the financial stability of the utility to adopt a multi-year financial plan. The 2005 Plan, Section 5.2, Capital Replacement Plan, envisioned a utility replacement schedule built around the repair of equipment to extend its useful life, and replacement of equipment or facilities when the life expectancy was reached. Major capital items were assigned a representative useful life expectancy. In Section 10, Budget, the Plan illustrated both operating reserve funds and a capital replacement fund that would increase over time to mitigate unforeseen expenses and foreseeable replacement costs of aging infrastructure. Budgeting for capital improvements to sustain utility operation involves a number of factors to obtain accurate budget projections for an assurance of funds when a project is scheduled. These factors include: 1) Asset inventory and evaluation, 2) Level of service, 3) Determining critical assets, 4) Inflation forecasting, 5) Bidding climate, and 6) Alternative technologies. Infrequent adjustments in utility rates can create a gap in funds available to sustain asset value making it difficult to catch up to utility needs. For these reasons it has been common in the utility industry to develop long-range budget projections. With the insight from budgeting with a five year horizon, current and next year’s budgets can be revised as necessary. A water system master plan develops a systematic capital improvement project list that will be necessary in the future. Implementation of the plan allows the Water Department to adopt a budget process that reflects the reality of upcoming capital projects and the requisite multi-year revenue component. ---PAGE BREAK--- WATER FUND FY 2015/2016 CITY COUNCIL BUDGET MEETING Major Objects and Subobjects FY 12/13 Budget FY 13/14 Budget FY 14/15 Budget FY 15/16 Budget REVENUE CARRY OVER: (60-0390-00-00) $648,592 $465,184 $363,641 $380,127 RESERVE FUND: Reserve for Water System R&M (60-0346-57-00) 45,930 0 32,515 37,515 Reserve for Equipment & Building Replacement (60-0346-58-00) 43,480 0 5,550 15,550 or for Emergency Replacement Items TOTAL RESERVE : $89,410 $0 $38,065 $53,065 RESTRICTED FUNDS REVENUE: METER SETS: *Hook-Up Fees-City 8,500 42,500 0 0 TOTAL METER SETS: $8,500 $42,500 $0 $0 STL FEES (SUPPLY TRUNK LINE): STL Carry Forward from previous fiscal years (60-0346-59-01) 112,900 110,700 358,662 358,955 Supply Trunk Line fee (STL @ $2,100.00 ea) (60-0346-59-00) 0 0 105,000 52,500 TOTAL STL FEES: $112,900 $110,700 $463,662 $411,455 TOTAL RESTRICTED FUNDS REVENUE $121,400 $153,200 $463,662 $411,455 OTHER REVENUE: Hook-Up Fees-City ($911) (60-0346-60-00) 0 0 67,275 91,100 Water Construction Equivalency (WCE @ $400 ea) Fees (60-0355-01-00) 4,000 4,000 20,000 20,000 Billing Revenue (60-0347-01-00) 333,100 338,184 357,001 391,905 Other Revenue (60-0347-02-00) 2,460 3,480 4,920 5,280 Reconnect Fees (60-0347-03-00) 320 600 600 600 Delinquent Fees (60-0347-04-00) 200 7,200 7,200 8,040 Miscellaneous Revenue (60-347-05-00) 300 300 500 500 System Enhancement Fee (60-0347-06-00) 192,000 192,000 192,000 212,000 Bank Interest (60-0371-25-00) 3,600 1,920 1,440 1,440 TOTAL OTHER REVENUES: $535,980 $547,684 $650,936 $730,865 TOTAL WATER FUND REVENUE $1,395,382 $1,166,068 $1,516,304 $1,575,512 1 of 4 ---PAGE BREAK--- EXPENDITURES RESERVE FUND: Reserve for Water System R&M (60-0438-02-00) 273,732 32,515 5,000 5,000 Reserve for Equipment & Building Replacement (60-0438-03-00) 247,594 0 5,000 25,000 Reserve for Emergency Replacement Items (60-0438-18-00) 0 0 10,000 20,000 Reserve for Capital Meter Replacement (60-0438-09-00) 15,000 0 0 0 TOTAL RESERVE FUND: $536,326 $32,515 $20,000 $50,000 RESTRICTED FUNDS EXPENDITURES: METER SETS: Meter Sets (New) (60-0438-08-00) 8,500 42,500 0 0 TOTAL METER SETS: $8,500 $42,500 $0 $0 STL FEES (SUPPLY TRUNK LINE): Water System Expansion - STL Fees (60-0437-01-00) 112,900 110,700 238,662 186,455 Capital Expenditures (60-0437-02-00) 0 0 0 0 Refund of STL Fees (60-0437-03-00) 0 0 25,000 25,000 TOTAL STL FEES: $112,900 $110,700 $263,662 $211,455 TOTAL RESTRICTED FUND EXPENDITURES: $121,400 $153,200 263,662 211,455 PERSONNEL: Salaries - Full Time (60-0433-10-00) 185,861 160,128 196,175 202,112 Part Time (60-0433-10-01) 0 5,408 27,246 26,884 On-Call Time (60-0433-10-02) 0 5,600 6,000 7,000 Overtime (60-0433-11-00) 5,000 5,000 5,500 6,000 FICA (60-0433-21-00) 14,218 13,474 17,971 18,513 PERSI (60-0433-22-00) 19,743 20,413 24,915 24,351 HRA Admin Fee (60-0433-23-01) 120 2,851 120 120 HRA Billing-Premium Reimbursement (60-0433-23-00) 2,851 120 4,049 4,049 Insurance (60-0433-25-00) 30,604 34,434 48,904 48,144 Work Comp (60-0433-24-00-00) 6,109 5,241 6,243 6,483 TOTAL PERSONNEL: $264,506 $252,669 $337,123 $343,656 2 of 4 ---PAGE BREAK--- OPERATIONS & MAINTENANCE: Meter Sets (New Customers) (60-0438-08-00) 0 0 24,375 32,500 Office Supplies (60-0434-15-00) 700 834 874 1,000 Telecommunications / SCADA (60-0434-19-00) 5,000 5,000 7,400 10,500 Advertising and Publications (60-0434-20-00) 500 500 500 800 Travel-Meetings-Education (60-0434-22-00) 2,350 2,500 3,900 4,025 Dues and Subscriptions (60-0434-23-00) 1,300 1,300 2,200 2,500 Mtnc Equip (computers/copiers) & Software Support (60-0434-25-00) 14,800 14,800 4,300 5,000 Tools & Equipment (60-0434-26-00) 10,000 5,000 5,000 5,000 Miscellaneous Reserve (60-0434-26-01) 10,000 5,550 4,500 4,500 Postage (60-0434-27-00) 100 100 100 100 Liability Insurance (60-0434-41-00) 4,100 4,100 4,100 4,100 Public Drinking Water Fees (60-0434-53-01) 6,000 6,000 6,400 7,200 Permits and Fees (60-0434-53-03) 800 900 1,500 1,500 Water Repair and Maintenance (lines,meters,etc) (60-0434-58-00) 30,000 16,000 16,000 16,000 Water Repair and Maintenance (pumps,wells,chemical) (60-0434-58-01) 0 0 16,000 20,000 Chemicals and Equipment (60-0434-59-00) 5,000 6,500 6,500 6,500 Power (60-0434-60-00) 35,000 35,000 35,000 36,050 Uniforms/Laundry (60-0434-68-00) 1,000 1,000 1,500 1,500 Testing - weekly, quarterly, annual (60-0435-56-00) 7,000 7,000 7,000 7,500 Total Operations & Maintenance $133,650 $112,084 $147,149 $166,275 CONTRACTS AND AGREEMENTS: Engineering Services (60-0434-42-00) 5,000 24,000 25,000 25,000 Legal Services (60-0434-42-01) 25,000 25,000 25,000 25,000 Misc Legal Services (60-0434-42-02) 0 50,000 50,000 35,000 Contract Services (Repair) (60-0434-43-01) 25,000 25,000 25,000 25,000 Dig Line (60-0434-44-00) 4,500 1,200 1,320 1,320 Auditor Services (60-0434-45-00) 1,200 1,200 1,200 1,200 Billing Services (60-0434-47-00) 12,000 12,000 13,100 15,120 Work Flow Management Software (60-000-00-00) 0 0 1,350 0 Shop Lease (60-0434-50-00) 7,000 7,000 9,700 8,900 Shop Utilities (60-0434-50-01) 0 1,200 1,300 2,000 State Revolving Loan Payment (60-0436-01-00) 182,000 182,000 182,000 212,000 TOTAL CONTRACTS AND AGREEMENTS: $261,700 $328,600 $334,970 $350,540 3 of 4 ---PAGE BREAK--- VEHICLE OPERATIONS - LEASES: Fuel and Lubricants (60-0420-01-00) 15,000 15,000 15,000 15,000 Vehicles Repair and Maintenance (60-0420-03-00) (60-0434-24-00) 1,500 3,000 4,000 7,461 TOTAL VEHICLE OPERATIONS - LEASES: $16,500 $18,000 $19,000 $22,461 FIXED OPERATING COSTS: Personnel $264,506 $252,669 $337,123 $343,656 Operations and Maintenance $133,650 $112,084 $147,149 $166,275 Contracts and Agreements $261,700 $328,600 $334,970 $350,540 Vehicle Operations - Leases $16,500 $18,000 $19,000 $22,461 TOTAL FIXED OPERATING COSTS: $676,356 $711,353 $838,242 $882,932 CAPITAL OUTLAY: Equipment - Computers & etc. (60-0438-01-00) 1,300 11,200 4,400 18,000 Meter Replacement Program 100 per year (60-0438-09-00) 0 32,500 32,500 35,100 Capital Construction Projects (60-0438-11-00) 0 0 70,000 100,000 New Floating Feather Loop-Legacy (60-0438-05-00) 0 39,300 0 0 New Linder Loop from Cabra Creet to North Star Charter (60-0438-05-01) 0 100,000 200,000 200,000 Extend Water Lines (60-0438-05-00) 0 0 0 0 WCE Reimbursement, Development Agreement (60-0439-01-00) 0 0 0 0 Well House Construction (60-0434-80-00) 0 5,000 17,500 18,025 Update Water Master Plan (60-0438-10-00) 25,000 40,000 40,000 30,000 Update Water Mapping Records (60-0438-10-01) 0 25,000 0 0 Vehicle, 1 new truck (60-0438-13-00) 35,000 0 30,000 30,000 TOTAL CAPITAL EXPENDITURES: $61,300 $253,000 $394,400 $431,125 TOTAL RESERVE FUNDS: $536,326 $32,515 $20,000 $50,000 TOTAL RESTRICTED FUNDS: $121,400 $153,200 $263,662 $211,455 TOTAL FIXED OPERATING COSTS: $676,356 $711,353 $838,242 $882,932 TOTAL CAPITAL EXPENDITURES: $61,300 $253,000 $394,400 $431,125 TOTAL WATER FUND BUDGET: $1,395,382 $1,150,068 $1,516,304 $1,575,512 4 of 4 ---PAGE BREAK--- CITY OF EAGLE – WATER SYSTEM MASTER PLAN 2015 UPDATE HOLLADAY ENGINEERING COMPANY APPENDICES Elements of the 2005 Master Plan and the 2008 Master Plan Update have been modified by this 2015 Water Master Plan Update. Modifications to the respective Appendices are identified below. 2005 Plan Appendices Volume 1 2015 Update A Ownership Documents Un-changed B Operating Contract Superseded - 2014 Update, Section 3.5 C System Development Map Partially Superseded - 2014 Update, Section 6.2 D Water System Usage Superseded - 2014 Update, Section 4.3.4 E Improvement Design Concepts Constructed Per Plans and Specifications – See Record Drawings F Hydraulic Analysis Superseded - 2014 Update, Section 4.2.4 G Water Rights Documents 2008 Update H 2004 Water Quality Superseded - 2014 Update, Section 8 Volume 2 I Operation and Maintenance Superseded - 2014 Update, Section 6.2.4 J Cross Connection Control Operation by City - 2014 Update, Section 3.2 K Emergency Response Plan Operation by City – 2014 Update, Section 3.2 L Manufacturer’s Maintenance Manuals Un-changed 2008 Plan Appendices Volume 1 2015 Update A Ownership Documents Un-changed B Operating Contract Superseded - 2014 Update, Section 3.5 C Agency Certifications Unchanged D Water System Usage Superseded - 2014 Update, Section 4.3.4 E Improvement Design Concepts Constructed Per Plans and Specifications – See Record Drawings F Well Data: Well # 4 and #5 Hydraulic Analysis Unchanged Superseded - 2014 Update, Section 4.2.3 G Water Rights Documents 2008 Update H 2008 Water Quality Superseded - 2014 Update, Section 8 I Fire Flow Analysis Superseded - 2014 Update, Section 4.2.3 J Cross Connection Control Operation by City - 2014 Update, Section 3.2 K Emergency Contact List Operation by City - 2014 Update, Section 3.2 L Manufacturer’s Maintenance Manuals Un-changed ---PAGE BREAK--- CITY OF EAGLE – WATER SYSTEM MASTER PLAN 2015 UPDATE HOLLADAY ENGINEERING COMPANY 2015 Plan Update Appendices M RAFN Population Analysis N Spring Valley Water Facility Plan O Spring Valley Water Facility Plan – PUMP #1 Amendment P City of Eagle – PUMP #1 Amendment Conditional Approval Q Water Model Western Service Area R Intertie Agreement – Eagle Water Company S Emergency Interconnection Agreement – United Water Idaho T Declining Balance Worksheets – Eastern & Western Service Areas U Capital Improvement Plan – Water Fund V Extension for Proof of Beneficial Use: 63-32089 and 63-32090 W Western Service Area Monitoring Plan: 63-32089 and 63-32090 X Second Amended Final Order: 63-32573 Second Amended Final Order Y Spring Valley Monitoring Plan: 63-32573 Z RAFN Application AA Sampling History – Western & Eastern Zone AB Chlorination System Report, Well #1 and Well #3 AC Chlorination System Report, Well #4 and Well #5 AD Sanitary Surveys: PWS #ID4010222 and #ID4010201 ---PAGE BREAK--- EXHIBITS A-L – SUPERSEDED ITEMS Appendix A Ownership Documents Legacy and Eaglefield Final Plats and Easement (signed copies at City Hall) Appendix B Operating Contract System Inventory Detail Western Area Water Line Map – 2007 Appendix C Agency and Engineer Certifications Appendix D Water System Usage Appendix E Improvement Design Concepts Appendix F Eaglefield and Legacy Well Data Appendix G Water Rights Document Declining Balance Worksheet Appendix H Project Certification Letters Laboratory Test Results Coliform Sampling Plan Modeling Results for Western Area Modeling Results for Eastern Area Appendix I Operation & Maintenance Appendix J Cross Connection Control Appendix K Emergency Response Plan Appendix L Manufacturers’ Maintenance Manuals (on file at City Hall) ---PAGE BREAK--- EXHIBIT M – RAFN POPULATION ANALYSIS City of Eagle Population Analysis for Reasonably Anticipated Future Needs (RAFN) Application Presented at the IDWR Water Right Hearing On October 11, 2011 ---PAGE BREAK--- 1 of 16 RAFN POPULATION ANALYSIS POPULATION GROWTH AND ALLOCATION: It is important to note that population growth and forecasting is an art but it is an art based upon sound reasoning and assumptions. While IDWR might feel that the city’s population and forecasting are high and the use of a linear forecast is too simplified; the City has recently verified its numbers through an independent process conducted by the Community Planning Association of Southwest Idaho (COMAPSS). Every 4 years, COMPASS must establish a regional population total for Ada and Canyon Counties (Regional Control Total) for a 30 year planning horizon (2040). COMPASS’ regional control total is federally mandated for jurisdiction over 50,000 in order to receive federal transportation dollars. The number is developed by COMPASS staff and confirmed by COMPASS members including – all cities & counties, ITD, DEQ, ACHD, transit providers, utility providers and Boise State University. COMPASS has been conducting these forecasts for nearly 40 years. Since IDWR questioned the City’s growth forecasts and assumption it makes sense to rely on the COMPASS numbers, prove to be the most current and accurate number available from a reliable and credible local source that is mandated to conduct such analysis. REGIONAL CONTROL TOTAL1: COMPASS reviewed several models for consideration and selection of a 2040 regional control total. The general methods are the following: Econometric: Forecasts based on future labor force and employment. Trend: Graphical or mathematical projections based on the curve of historical population growth. Top-Down/Ratio: Projections based on relationships of population growth in an area to that in other areas (ratio methods). Peer or Analogous Areas The following is a brief review of the most common practices. Econometric The ability of any area to grow in population depends to a great extent upon its ability to support the population with jobs. Thus, a forecast of the labor force available from an economic study can form the basis for a population forecast. This method can also be a useful check on demographically-based methods. Idaho Department of Labor A model is generated for each two digit NAICS (North American Industry Classification System) industry code for each of the six regions in Idaho. Each of these models contains its own set of unique variables that drive the results. Once the models have been generated for each of the six regions the labor economists provide input and anecdotal information surrounding future/potential growth known to be in the pipeline that may affect the forecasts accuracy. 1 The tables and analysis in this section was provided by COMPASS staff as part of the Demographic Advisory Committee Meeting on June 22 , 2011 EXHIBIT M PAGE 1 OF 16 ---PAGE BREAK--- 2 of 16 Econometric—Woods & Poole The Woods & Poole forecast is based upon the statistical relationship of economic concepts in the Boise Metropolitan Statistical Area (MSA) to state and national economic concepts. Employment rates are calculated by applying labor force participation rates to the existing working-age population, resulting in a locally supplied labor force. The population model projects net migration from the difference between the labor force supplied by existing population and the required labor force projected by an employment forecast and an unemployment adjustment. The model also uses a cohort-component method; the changes in population are births, deaths, and migration. Births and deaths are projected by applying age, sex-specific fertility rates, and death rates to the base- year population, this is carried forward into the next year. Advantage of the Econometric method:  An econometric method is based on the traditional assumption that populations need employment for sustainability. This model is based on logical assumptions and has worked well for most MPOs. Disadvantage of the Econometric method:  The relationship between economic expansion and population growth in an area is somewhat like that of the chicken and the egg. While development of an industry normally will create new jobs, an educated workforce can also attract new businesses. Also, people move into an area for a variety of other reasons such as health or retirement and in-migration itself tends to expand certain employment sectors.  The Idaho Economics forecast is adjusted every year; however the forecast figures assumed in the long-range transportation plan are only adjusted on the four-year cycle for plan updates. EXHIBIT M PAGE 2 OF 16 ---PAGE BREAK--- 3 of 16 Trend The trend based methods assume that population growth follows statistical “laws” and, therefore, can be expressed in mathematical form. The following are several ways to make a trend-based projection:  Constant arithmetic population increase: Historic data which plot as a straight line on arithmetic graph paper imply constant arithmetic change in population each year. This growth pattern implies that the population has changed by the same number of people each year.  Constant rate of population increase: A different historic growth pattern for a city might show a constant rate of change. In this situation, the numerical increase each year is greater than the year before, although the rate of increase is constant.  Variable rate of population change: Arithmetic plots for some cities have shown that at first the population increased at a low rate, then accelerated for a period of time, and later, as the city matured, the rate of growth decreased. Advantages of Trend methods:  Trend based projections using mathematical techniques are relatively easy to make.  Relying on historical data gives some assurance that the method works for the particular area, or at least, that it has in the past. Disadvantages:  A trend-based approach to forecasting fails to recognize that growth in an area, city, or sub-area has limits and does not continue for long periods at an exponential rate. This is due to several constraints, including available land, political pressures, and infrastructure.  This projection method is not based on the factors and conditions which produced population growth or decline in the area in the past. In view of the changes that have taken place during the past two decades in fertility, mortality, and migration trends, projections of this kind are becoming less reliable. Graphic and mathematical projections are useful, however, as rough checks on projections made by other methods.  Trend-based forecasts are best suited to areas with relatively constant change per decade in population size and where no marked changes from past trends appear likely. Trend projections, EXHIBIT M PAGE 3 OF 16 ---PAGE BREAK--- 4 of 16 like all other techniques, are more dependable for short-term projections of 5 to 10 years than for longer projections. Top-Down The economic and social conditions that cause birth rates to rise or decline also tend to accelerate or decelerate internal migration. Population growth in an area or community is usually closely related to economic and population changes in the larger region. Future population changes in those larger areas may have an important influence on growth or decline in the smaller area. Because of this, the rate of population growth in most areas and communities is related to factors and influences affecting population on national or regional scale. The basic procedure for the ratio or top-down method is to compute the ratio between the population of the study area and some larger area. This ratio may simply be between the study area and a larger area, or a series of interrelated ratios may be calculated between pairs of successively smaller geographical areas. For example, the ratio of the United States to Idaho or Idaho to the Treasure Valley. Advantage of the Top-Down methods:  Regions are typically highly correlated. One area within an economic or cultural region will not typically outpace the other areas for an extended period of time. By considering the subject area a part of a larger region it is a good check on a population forecast. Average Annualized Growth Rate by Decade 2010 2020 2025 2030 2035 2040 Growth Rate 1940‐2010 581,288 757,140 864,110 986,200 1,125,530 1,284,550 2.7% 1950‐2010 581,288 751,750 854,910 972,210 1,105,610 1,257,320 2.6% 1960‐2010 581,288 761,030 870,780 996,360 1,140,050 1,304,460 2.8% 1970‐2010 581,288 786,420 914,710 1,063,930 1,237,500 1,439,380 3.1% 1980‐2010 581,288 763,240 874,570 1,002,150 1,148,330 1,315,830 2.9% 1990‐2010 581,288 814,800 964,670 1,142,110 1,352,190 1,600,920 3.6% 2000‐2010 581,288 807,680 952,050 1,122,230 1,322,830 1,559,290 3.3% Average Growth Rate by Decade 581,288 777,437 899,400 1,040,741 1,204,577 1,394,536 3.0% Average Annualized Net Increase by Decade 2010 2020 2025 2030 2035 2040 Net Increase 1940‐2010 581,288 651,274 686,267 721,259 756,252 791,245 6,999 1950‐2010 581,288 657,462 695,549 733,635 771,722 809,809 7,617 1960‐2010 581,288 667,321 710,338 753,354 796,371 839,388 8,603 1970‐2010 581,288 683,231 734,202 785,173 836,144 887,116 10,194 1980‐2010 581,288 689,453 743,536 797,619 851,701 905,784 10,817 1990‐2010 581,288 724,007 795,366 866,725 938,084 1,009,444 14,272 2000‐2010 581,288 730,231 804,703 879,174 953,646 1,028,117 14,894 Average Constant 581,288 686,140 738,566 790,991 843,417 895,843 10,485 EXHIBIT M PAGE 4 OF 16 ---PAGE BREAK--- 5 of 16  Population projections for the Nation and for States have generally been more accurate than those done for smaller areas and therefore, range for error may be lessened in larger area forecasts.  Using a larger region may make it easier to analyze the effects of conditions that may change past relationships. Disadvantage of this method:  A ratio that has had a particular trend in the past does not guarantee that it will continue to maintain the relationship in the future. Relationships between population growth in one area and that in other areas may suddenly change. Moreover, the economic and social forces that cause births and migration rates to change nationally exert differing effects at different times on particular areas.  Some areas have shown fairly consistent trends between their population growth and that of their region, state, or the nation while others have shown erratic relationships to population changes in the larger areas. The availability of a reliable forecast for a larger area and comparable historic data for the subareas to be used should be examined before this method is selected. Any errors and assumptions for the larger forecast will be perpetuated into other forecasts. EXHIBIT M PAGE 5 OF 16 ---PAGE BREAK--- 6 of 16 Peer/Analogous Area The comparative or analogy method assumes that if two areas have similar characteristics such as geography, climate, economic potential, culture, natural resources, etc., their growth patterns will be similar. This projection can be done by charting the growth curve of the comparative region as a population forecast for the study location. The assumption is that the part of the curve being projected for the study area will parallel the historic curve for the comparative, developed area (or comparative area). EXHIBIT M PAGE 6 OF 16 ---PAGE BREAK--- 7 of 16 Advantage of the Peer/Analogous Area method:  By comparing an area with a very similar region it is possible to make simple projections that are based on historical facts. This can be a good check on the demographic, econometric, or other forecasting methods to compare and determine if there are significant differences in the projected populations. For this reason it can be a helpful tool.  The comparative or analogy method is valuable in forecasting population for small areas. A good example would be using this method in forecasting growth in out-lying areas of a metropolitan community. Assuming that urban development and population growth will eventually occur in these currently open areas and may follow that of a similar, already developed area. When used in conjunction with such factors as zoning, holding capacity, accessibility, available utilities, this procedure may give a reasonable indication of the development patterns that might occur. Disadvantage of the Peer/Analogous Area method:  Finding two urban areas that are sufficiently alike that will permit the assumption that the second area will grow in a similar manner to the first is a challenge. Although, a number of regions with a similar population size, do not have the same cultural, social, demographic, and economic situation like the Treasure Valley.  Moreover, even if assumed that the two areas were identical, it is still doubtful that these two areas developing at different periods in history would follow the same patterns of growth. EXHIBIT M PAGE 7 OF 16 ---PAGE BREAK--- 8 of 16 SUMMARY OF METHODS APPLIED TO ADA/CANYON COUNTY: COMPASS DEMOGRAPHIC ADVISORY COMMITTEE CONCLUSION: Population forecasts can be developed using several different methods. Unfortunately, the accuracy of any method is typically not known until many years into the future. The COMPASS Demographic Advisory Committee (DAC) is tasked with determining a rational method to forecast population and employment based on available information, local knowledge, and best practices. To that end the DAC recommend the following methodology: EXHIBIT M PAGE 8 OF 16 ---PAGE BREAK--- 9 of 16 Apply the “Average Constant Growth by Decade” 1.5% annual growth rate for the first decade (2010 to 2019) to best address the current market conditions and the anticipated slow recovery in the housing market. From 2020-2040 apply a 2.1% growth rate. The 2.1% is an average of the Woods & Poole, Idaho Department of Labor, the Comparative/Analogous Area, and the average growth rate by decade. This was done in recognition that market conditions will change over time and in the long term it is better to reflect the long-term historical patterns of the region, since 1940 the region’s growth rate has never fallen below 2.6%. It is important to note that the long-term historical growth rate of 2.6% is far from the boom of the 1990’s where the regional growth topped out at 3.6%. Applying this forecast methodology to Ada County based on the 2010 US Census population the forecasted population by decade is as follows: COMPASS- Ada County 2040 Control Total Year Ada County Population 2010 392,365 2020 455,413 2030 560,613 2040 690,113 Allocation to the City of Eagle: Applying the COMASS growth rate Ada County must plan to accommodate nearly 300,000 people over the next 30 years. How much of that 300,000 will be located within the City of Eagle? To address this question the City of Eagle reviewed the historic share of the region’s growth absorbed by the City of Eagle and how it has changed over time. Though this gave great insight as to how the City of Eagle has grown it did not explain where the growth was coming from: 1) Is the City of Eagle’s Regional Share of growth increasing (people are consciously choosing Eagle over Boise or other locations) or 2) Was the City’s growth the result of increased overall growth in the region (same % of people are coming to Eagle as always)? Without understanding how the regional share of population in other jurisdiction in the County are changing it would be difficult to forecast how growth in the future may be allocated in Ada County. The test was to determine if the City of Eagle has seen significant and/or disproportionate growth over the past decade due to an increase in their regional share of population growth. Based on historical population shares as reported by COMPASS from 2002 to 20102 Boise, Garden City, and Unincorporated Ada County have seen a steady annual decrease in their regional population share where Meridian, Eagle, Kuna, and Star have seen steady annual increase in population share, see table: Historical Regional Share of Ada County Population by Jurisdiction below. 2 2002-2010 was used because the City of Star was no incorporated until late 2000 so Star was not counted in the 2000 census. These numbers reflect the downward trend of the market change since 2008 and highlight the impact and adjustment for over estimates by COMPASS that were reconciled in the 2010 US Census. EXHIBIT M PAGE 9 OF 16 ---PAGE BREAK--- 10 of 16 Holding constant the COMPASS 2040 Regional Control Total and then applying changes in the regional share of the population over the period from 2010 to 2040 all jurisdiction in Ada County see an increase in their overall population but Meridian, Star, Kuna and Eagle see an increase of their regional share while Boise, Garden City and unincorporated Ada county continue to absorb less of the regional share of the population. This trend is not unheard of in planning. As jurisdictions grow and get larger the percentage of annual growth slows as does the availability of vacant land for development forcing redevelopment to consume a larger amount of the jurisdiction’s development applications. Redevelopment is complex and challenging due to the need to assemble land from multiple owners, the cost of working within an existing urban setting, the need to address neighbors concerns about the changing urban fabric, the need to have the buying market shift their perspective on single family home ownership, and the limited availability of funding for projects. As more and more of a jurisdiction’s development applications rely on these more complex projects overall population increase slows. Smaller jurisdictions tend to have lager growth boundaries and rely less on “urban style” redevelopment. As housing/family sizes continue to reflect larger families it is anticipated that the market will continue to demand single family detached homes on individual lots. The general western movement of the valley has been tracked by COMPASS over the past decade- more people are moving out of Boise than into it shifting the population center of the valley further and further west. EXHIBIT M PAGE 10 OF 16 ---PAGE BREAK--- 11 of 16 Historical Regional Share of Ada County Population by Jurisdiction Ada County Boise Meridian Unincorporated Ada Eagle Kuna Garden City Star Year Ada County Population Pop Regional Share Pop Regional Share Pop Regional Share Pop Regional Share Pop Regional Share Pop Regional Share Pop Regional Share 2002 323161 193085 59.75% 39744 12.30% 60510 18.72% 13380 4.14% 7386 2.29% 11124 3.44% 2116 0.65% 2003 333809 195931 58.70% 42481 12.73% 59739 17.90% 14144 4.24% 8649 2.59% 11589 3.47% 2243 0.67% 2004 346212 200062 57.79% 47690 13.77% 61350 17.72% 16418 4.74% 9696 2.80% 11675 3.37% 2552 0.74% 2005 361484 208219 57.60% 56108 15.52% 60830 16.83% 18428 5.10% 10587 2.93% 11914 3.30% 3028 0.84% 2006 383314 211473 55.17% 66565 17.37% 57493 15.00% 20131 5.25% 12647 3.30% 12074 3.15% 4594 1.20% 2007 395974 213503 53.92% 71866 18.15% 55830 14.10% 20951 5.29% 14261 3.60% 12352 3.12% 5548 1.40% 2008 402550 214490 53.28% 73040 18.14% 53200 13.22% 21090 5.24% 14830 3.68% 12580 3.13% 5690 1.41% 2009 408190 215503 52.79% 75290 18.44% 58118 14.24% 21370 5.24% 15900 3.90% 12670 3.10% 6110 1.50% 2010 392365 205671 52.42% 75092 19.14% 58772 14.98% 19908 5.07% 15210 3.88% 10972 2.80% 5793 1.48% Annual Change in Regional Share: Annual Change in Regional Share: Annual Change in Regional Share: Annual Change in Regional Share: Annual Change in Regional Share: Annual Change in Regional Share: Annual Change in Regional Share: 0.996 1.013 0.9518 1.0256 1.0119 0.098 1.012 EXHIBIT M PAGE 11 OF 16 ---PAGE BREAK--- 12 of 16 Extrapolating the shift in regional population share forward within the boundary of the COMPASS 2040 Regional Control Total the region and the City of Eagle population increase as follows is as follows: Population by Decade Year Boise Meridian Unincorporated Ada Co. Eagle Kuna Garden City Star Total 2011 206,470 76,510 56,326 20,140 15,470 10,980 5,900 391,796 2020 229,058 98,846 41,531 29,094 19,792 12,403 7,555 438,279 2030 270,892 138,455 31,195 46,138 27,423 14,966 10,478 539,547 2040 320,366 193,937 23,432 73,165 37,997 18,057 14,533 681,488 Unallocated population 8,625.28 1.25% The City of Eagle’s population increases from 19,908 in 2010 to 73,165 in 2040 a net population increase of 53,257 over 30 years. It is important to note that the 2040 population does not represent build out of - 100,000 200,000 300,000 400,000 500,000 600,000 700,000 800,000 2011 2020 2030 2040 Star Garden City Kuna Eagle Unincorperated Ada Co. Meridian Boise Regional Share Analysis of COMPASS 2040 YEARS Population EXHIBIT M PAGE 12 OF 16 ---PAGE BREAK--- 13 of 16 the City Comprehensive Plan; the City’s planning area is projected to have a build-out population of approximately 135,506. The forecasted 2040 population is still 62,341 less than build out. Locating Units within Eagle: Unlike IDWR’s analysis of US Census block data and centroids the City’s analysis of future growth allocation was based on a vacant lands analysis, the City’s comprehensive plan, and existing service area populations. The objective of the vacant land analysis is to determine the number of undeveloped acres and the number of potential new residential units available in the Eagle Area based on the adopted Eagle Comprehensive Plan. Regardless of the water service providers’ ability to serve, if the comprehensive plan does not allocate growth within and there is not vacant/underdeveloped land no/limited development will occur. Per Idaho Code 67-6509 the comprehensive plan is the City’s guide for future development. For the purpose of this analysis the Eagle Area included all property within the Eagle Comprehensive Plan (city limits + AOI + Foothills). The development potential of the Eagle area was measure by overlaying the Eagle Comprehensive plan land use designations with parcel data to determine which parcels have development potential. Three categories of land were identified: Substandard/Undevelopable: A parcel of land which dimensional standards are less than what would be allowed by the comprehensive plan or parcels that due to their nature would not be eligible for development under Eagle City Code. These included: Floodway: All land designated by FEMA Flood Insurance Rate Maps as being in the floodway were removed from the analysis after overlaying the comprehensive plan designations. Recreational/ Public Uses: Uses such as school, parks, golf courses, and open space required as part of an approved subdivision or PUD that are not eligible for residential development. These equivalent residential units were removed from the appropriate land use designation after the preliminary calculations. Undeveloped/Vacant/ Redevelopable: An undeveloped parcel or a parcel developed at a density lesser than the density allowed within the Eagle Comprehensive Plan. Developed: A parcel of land with an improved value of $10,000 or more and equal to or less than the size/density allowed in the City’s comprehensive plan. Once each parcel was categorized the City then applied the future land use designation from the City’s comprehensive plan to calculate the number of new or additional units that could be located within each of the three water service areas within the Eagle comprehensive planning area. The table below identifies the unit by water service provider: EXHIBIT M PAGE 13 OF 16 ---PAGE BREAK--- 14 of 16 Build Out based on City Comp Plan & Vacant Lands by Water Service Providers Provider Additional Planned Units3 Population4 United Water 1,0005 2,820 Eagle Water Co. 1,000 2,820 City of Eagle Water Service Area 38,992 109,958 TOTAL: 40,992 115,598 Assuming that both the United Water and Eagle Water Company Service areas build out between 2010 and 2040 (this is highly likely due to location and proximity to the existing Eagle City Downtown and availability of services) we can use the existing water service number and add the remaining units to be developed based on the vacant lands analysis and come up with a 2040 service area population. 2040 Non-City Water Service Population Provider Planned Vacant Land Population Existing 2010 Service Population6 2040 Service Population Eagle Water Co. 2,820 9,716 12,536 United Water 2,820 6,542 9,362 TOTAL: 5,640 16,258 21,898 According to the Eagle comprehensive Plan and Eagle City Code all development in the City of Eagle not in either United Water’s certificated area or Eagle Water Company’s services area must connect to the City’s water system. Calculating the demand for City water is the result of taking the 2010-2040 net increase for the City of Eagle(53,257 persons) and subtracting the non-city water service provider population growth from 2010-2040 (vacant land allocation =5,640) and the IDWR M3 allocation (16,254)6. The remaining City Water service area balance is 31,633. 2010-2040 Growth within the City Water Service Area Provider 2010-2040 Service Population 2010- 2040 Regional Share for Eagle 53,257 Eagle Water Co. (Vacant Land Analysis) -2,820 United Water Idaho (Vacant Land Analysis) -2,820 M3 Water Right Population (IDWR) -16,254 2010-2040 growth in City Water Service Area 31,363 3 Represents total build out for the City’s Comprehensive plan and is not reflective of a specific year. 4 Based on the 2010 US Census the City used 2.82 persons per household 5 For mathematical purposes the United Water build out number (828 units) was rounded to 1,000 units or 2,820 persons. 6 From IDWR EXHIBIT M PAGE 14 OF 16 ---PAGE BREAK--- 15 of 16 City of Eagle 2040 Water Service Area Population Provider Exiting Service Population 2010-40 Service Population Total 2040 Service Population City of Eagle 3,650 31,363 35,013 EXHIBIT M PAGE 15 OF 16 ---PAGE BREAK--- 16 of 16 EXHIBIT M PAGE 16 OF 16 ---PAGE BREAK--- EXHIBIT N – M3 SPRING VALLEY PLAN Spring Valley Water Facility Plan Executive Summary Attached, Cover and 2 pages IDEQ Approved, January 9, 2013 City of Eagle Approved, August 31, 2012 Due to Document Size – Facility Plan is Included by Reference Only NOTE: The Spring Valley Water Facility Plan and the Spring Valley PUMP #1 Amendment, included by reference only, are on file at the City of Eagle and at the Idaho Department of Environmental Quality for viewing. ---PAGE BREAK--- EXHIBIT N PAGE 1 OF 3 ---PAGE BREAK--- EXHIBIT N PAGE 2 OF 3 ---PAGE BREAK--- EXHIBIT N PAGE 3 OF 3 ---PAGE BREAK--- EXHIBIT O – M3 SPRING VALLEY PLAN Spring Valley Water Facility Plan – PUMP #1 Amendment IDEQ Conditions of Approval Attached, Cover and 2 pages IDEQ Approved, May 12, 2014 Due to Document Size – Included by Reference Only NOTE: The Spring Valley Water Facility Plan and the Spring Valley PUMP #1 Amendment, included by reference only, are on file at the City of Eagle and at the Idaho Department of Environmental Quality for viewing. ---PAGE BREAK--- EXHIBIT O PAGE 1 OF 5 ---PAGE BREAK--- EXHIBIT O PAGE 2 OF 5 ---PAGE BREAK--- EXHIBIT O PAGE 3 OF 5 ---PAGE BREAK--- EXHIBIT O PAGE 4 OF 5 ---PAGE BREAK--- EXHIBIT O PAGE 5 OF 5 ---PAGE BREAK--- EXHIBIT P – M3 SPRING VALLEY CONDITIONS OF APPROVAL City of Eagle – PUMP #1 Amendment City Engineer Recommendation for Approval with Conditions, April 15, 2014, 5 pages City of Eagle Approved, August 26, 2014 NOTE: The Spring Valley Water Facility Plan and the Spring Valley PUMP #1 Amendment, included by reference only, are on file at the City of Eagle and at the Idaho Department of Environmental Quality for viewing. ---PAGE BREAK--- HOLLADAY ENGINEERING COMPANY (208) 642-3304 Fax: (208) 642-2159 email: [EMAIL REDACTED] CITY OF EAGLE 660 E. Civic Lane Eagle, ID 83616 Office of City Engineer April 15, 2014 Bill Vaughan Zoning Administrator City of Eagle P.O. Box 1520 Eagle, ID 83616 RE: Spring Valley Water Facility Plan – PUMP #1 Amendment (revised 3/19/2014) HECO Reference No. EG12-0305 Dear Mr. Vaughan: The City of Eagle has received a revised draft of the Spring Valley Water Master Facility Plan PUMP #1 Amendment date stamped by the City on March 19, 2014. The revisions contained within this draft addressed the comments made in our review letter dated January 31, 2014. The comments provided in our January 31, 2014 letter are italicized below in their entirety and remain conditions of this review. All numbering below is consistent with the numbering of the previous correspondence. For clarity, the following terms will be used throughout the remainder of the document. WFP – Spring Valley Water Facility Plan (1/3/2013) Approved by DEQ (1/9/2013) and City of Eagle (8/31/2012) Amendment #1 – Amendment to the WFP submitted as part of PUMP #1 (11/4/2013, updated 3/19/2014) PUMP – Planned Unit Master Plan (submittal 12/20/12, updated 1/16/2014) DEQ – Department of Environmental Quality 1. Amendment is a PUMP #1 specific update to the approved WFP date stamped by DEQ on January 09, 2013. This amendment proposes several changes to the operational schematic of the overall system. The prior Amendment #1 review letter (7/11/13) discussed the City’s concern with being able to develop subsequent phases of Spring Valley in accordance with master planning that was significantly modified by Amendment The applicant, in the introduction to the current draft of Amendment acknowledges “the operational schematics of the system included in the Facility Plan will become invalid and will no longer be relevant for long term planning of the water system.” Therefore, the applicant shall provide a completely revised Water Facility Plan at the time of submission of PUMP Until this update has been received and approved, the allowable development under Amendment #1 will be limited to the planning for PUMP The maximum number of units that can be developed under Amendment #1 is 232 single family detached dwellings, a clubhouse, and a sales office. EXHIBIT P PAGE 1 OF 5 ---PAGE BREAK--- Spring Valley Water Facility Plan – Pump #1 Amendment April 15, 2014 Page 2 of 5 HOLLADAY ENGINEERING COMPANY The applicant has agreed to comply with this condition and will provide a completely revised Water Facility Plan at the time of submission of PUMP 2. The WFP approved by the City identifies a reservoir dependent system. The WFP identified 0.8 million gallons (MG) of water storage located in the same pressure zone as the proposed Phase 1 wells. Amendment #1 modifies this plan by not providing storage within Phase 1, but defers storage to the first phase of PUMP In addition, the wells have been relocated to a lower pressure zone, resulting in the requirement for booster pumps to supply water to the future reservoir(s). Based upon discussions with the hydrogeologist and project engineer, this change is based upon two primary factors: 1) The first phase is limited to 232 detached single family dwellings, and 2) the conclusion of the hydraulic study suggest that the wells should be located in a lower pressure zone. We are in agreement with the proposed changes with the following conditions: a. The City has approved a reservoir based system for the Spring Valley development. Amendment #1 is being recommended for approval without a reservoir in Phase #1 with the project engineer's assurance that this is an initial phase of the overall water schematic which includes water storage. The approved WFP identifies 2 reservoirs located in different pressure zones with a total storage volume of 3.2 MG of water. All future planning for the Spring Valley water system shall be based upon the use of reservoirs for water storage and pressure regulation. b. Section 5 of Amendment #1 considers two possible options for water provision between the different pressure zones. Alternative A identifies all of the storage in the 3020 pressure zone. Alternative B identifies storage in both the 2910 and 3020 pressure zones. The City will require that the applicant provide adequate supporting data at the time of application for PUMP #2 for the City to determine which alternative will best meet the goals of the City. Operational data collected from the installation of PUMP #1 will be used by the City to review the proposed method of expanding the system when the amended WFP is submitted for review. c. The modified WFP required at or before the submission of PUMP #2 shall include the planning thresholds for additional reservoirs. The applicant has agreed to comply with this condition. 3. Figure 5.1 of Amendment #1 identifies 86 lots within PUMP #1 will be required to install individual pressure reducing valves (PRV) because the water main pressure exceeds 80 psi. The PRV's shall be located on the user side of the City water meter and be owned and maintained by the individual homeowner. The final location of the PRV shall be approved by the City of Eagle Water Department. At the time of submission of Covenants, Conditions, and Restrictions (CC&R's) for the individual phases, the necessity of pressure reduction shall be clearly shown for the affected lots. The City will require the homeowner to provide verification that the PRV has been installed and all necessary inspections and testing have been completed. The applicant has agreed to comply with this condition. 4. Amendment #1 and the cover letter provided by JUB, dated November 4, 2013, indicates the applicant intends to obtain irrigation and supplemental irrigation water using the City's Water Right No. 63-32573. EXHIBIT P PAGE 2 OF 5 ---PAGE BREAK--- Spring Valley Water Facility Plan – Pump #1 Amendment April 15, 2014 Page 3 of 5 HOLLADAY ENGINEERING COMPANY In the JUB letter, under the response to Comment 4.b it is stated, "supplemental irrigation for the land application site will come from groundwater and the City's municipal water for the project will be utilized." It is clarified on page 6 that "supplemental water will not be taken from the potable system." This proposal also indicates that the water will not be provided from the City system, but by a private well owned and operated by the applicant. As proposed, the applicant is planning to apply a portion of the City's water right to an existing private well and construct a water delivery system for non-potable water demands that will be completely separate from the City's water system and under the ownership of the homeowner's association. The details of the delivery and use are not yet determined but will be disclosed in the Irrigation Master Plan (IMP) that the applicant will provide prior to final plat. This approach by the applicant has been reviewed with the City attorney. There are a number of issues that are both practical and legal that arise from this proposal. This plan is in conflict with the City's position identified within a Memorandum to the City Council dated December 05, 2013, in response to the draft Spring Valley Development Agreement, Section 2.2 Water – M3 General Comment, which states that "City owns water permit no. 63-32573 [and]City will own the Water System that delivers water associated with this permit." Without the details of how the proposed separate system is going to work, HEC is unable to comprehensively evaluate the proposal. If there is a short-term need for the applicant to use a private well for irrigation using water from the City's water right, there are some mechanisms that possibly could allow for the use. Ultimately, it would be beneficial to both the City and applicant to have the more thorough plan and additional details that would be provided in the IMP, sooner than later. Lastly, in the JUB letter under Section 4.iv., there is a statement that "compensation [for this irrigation and supplemental irrigation] does not seem applicable." This statement is not consistent with City's plan for water provision to Spring Valley. The City and applicant have had several conversations regarding how water would be supplied to the applicant including discussion of how the delivery would be metered and charges assessed. However, the City is not in a position to provide water at no charge to a private user. The March 19, 2014 Amendment #1 modifies this approach as follows: a. The applicant has elected to manage the land application site in such a manner that supplemental irrigation water will not be utilized. b. All irrigation within PUMP #1 utilizing the City’s water right will be metered and billed through the City’s water system only. Areas within PUMP #1 that are to be irrigated utilizing other sources of irrigation water including surface water rights and an existing irrigation well (water right #63-10669 owned by the applicant) will be through a separate system owned and maintained by the HOA. It should be noted that the existing irrigation well (Kling Well) is in close proximity to the proposed location of the new municipal well. The applicant will be required to demonstrate that the new municipal well will not impact the production from the existing irrigation well. If the irrigation well will be impacted by the new municipal well, the applicant must provide an alternative to the irrigation plan or select a different site for the new municipal well. 5. Amendment #1 includes limited analysis of the pressure irrigation system for 14.6 acres of common area shown on Figure 4.1 as the "green area." Uses that were identified as "not taken from the potable system" have not been quantified in the Amendment. The applicant has agreed to provide the City with a Pressure Irrigation Master Plan for the entire development prior to submitting final construction EXHIBIT P PAGE 3 OF 5 ---PAGE BREAK--- Spring Valley Water Facility Plan – Pump #1 Amendment April 15, 2014 Page 4 of 5 HOLLADAY ENGINEERING COMPANY drawings for Phase 1. This plan shall include preliminary engineering adequate to verify future capacity of constructed components and multi-phase contingent facilities and shall address how irrigation water will be supplied to the entire development through potable water, reuse water, surface water, land application supplemental irrigation, and ponds. The plan shall address timing and benchmarks for the installation of primary improvements. The applicant has agreed to provide an Irrigation Master Plan for the entire development prior to submitting construction drawings for Phase 1. 6. Page 5-2 of the Amendment #1 indicates that "isolation valves and blow-off assemblies may be especially important for the initial operation of the system while demands are low." We concur with this statement. Large diameter trunk mains with minimal users will likely require additional flushing to provide fresh water. The applicant's design shall consider flushing strategies that include water disposal. It is recommended that the flushing strategy be incorporated and coordinated with the proposed irrigation and reuse ponds for disposal. The design calculations for the proposed ponds shall identify adequate capacity for flushing. The City shall be provided access in the form of easements and/or license agreement for disposal of flushing water in this system. The applicant has agreed to incorporate flushing strategies and consider the need for pond capacity to accommodate flushing in the design and calculations for the water system and any affected irrigation storage ponds. The design documents, preliminary engineering reports and the Irrigation Master Plan shall include this consideration. 7. The water demands were developed by the applicant as part of applying for water right, 63-32573, and are based upon the developer requiring individual users employ water conservation measures. Employment of these measures will be the responsibility of the applicant and/or homeowners association. Failure to enforce water conservation may result in a higher per capita water usage than projected and could affect the total number of lots that can be developed under the available water right. Adjustments to the declining balance will be made on an ongoing basis as user data become available. At a minimum, the City will reevaluate actual consumption rates at the time of submitting preliminary/final plats for City approval. The applicant has agreed that they will be required to develop water conservation measures and controls to accommodate the total number of lots planned for the development and that failure to implement sufficient conservation strategies might result in a reduction of the total number of lots that can be supported under water right #63-32573. 8. A declining balance report identifying the amount of available water and an estimate of the number of developable units shall be provided to the City (Amendment Page 5-9) after the construction of wells and pumping system for PUMP Said report will be updated with each expansion of the system or phase of developed lots. The applicant has agreed to comply with this condition. EXHIBIT P PAGE 4 OF 5 ---PAGE BREAK--- Spring Valley Water Facility Plan – Pump #1 Amendment April 15, 2014 Page 5 of 5 HOLLADAY ENGINEERING COMPANY Additional comments applicable to the latest updated Amendment #1 are as follows: 9. Condition #3 above shall also apply to all necessary back flow prevention (BFP) devices since residential units are planned to utilize the municipal water system for irrigation purposes. 10. Figure 4.1 shall be updated to address the following comments: a. The PUMP #1 boundary for Amendment #1 shall be updated to match the current PUMP #1 boundary. More specifically, portions of SWA-3 are not shown. Even though this area is designated native/undisturbed in the PUMP #1 Landscape Plan, it shall be included within a designated shaded area consistent with the native/undisturbed areas in SWA-5 that are included within the “green” planning area. b. The northwest area of SWA-7 (near Tesoro pipeline) shall be included within an irrigation planning area. c. There are many locations where the boundary line between the “green” and “red” irrigation planning areas irregularly cross common lots and residential lots. This isn’t particularly an issue with residential lots since they are planned to be irrigated through the municipal system, but the boundary within commons lots are not be discernable. The map shall be modified to show boundary lines following lot lines so that any given lot is not divided into more than one irrigation planning area. 11. Figure 5.4 shall be updated to reflect the current PUMP #1 maximum day demands to match the demands presented in Table 4.6. Amendment #1 is recommended for approval subject to the above conditions and approval by DEQ. If you have questions or need additional information, please contact our office. Sincerely, HOLLADAY ENGINEERING COMPANY By: Michael W. Davis, P.E. City Engineer Cc: Bruce Smith – City Attorney Scott Wonders – JUB EXHIBIT P PAGE 5 OF 5 ---PAGE BREAK--- EXHIBIT Q – WATER MODEL WESTERN SERVICE AREA Western System Model Bentley WaterCAD V8i July 10, 2015 ---PAGE BREAK--- EXHIBIT Q PAGE 1 OF 50 ---PAGE BREAK--- EXHIBIT Q PAGE 2 OF 50 ---PAGE BREAK--- EXHIBIT Q PAGE 3 OF 50 ---PAGE BREAK--- EXHIBIT Q PAGE 4 OF 50 ---PAGE BREAK--- MODEL OUTPUT EXISTING, 2652 HGL EXHIBIT Q PAGE 5 OF 50 ---PAGE BREAK--- FlexTable: Junction Table (Western System - Existing System.wtg) Current Time: 0.000 hours Pressure (psi) Hydraulic Grade (ft) Demand (gpm) Zone Elevation (ft) Label 45.0 2,651.9 6.80 Zone - 1 2,548.0 J-302 48.4 2,651.9 6.80 Zone - 1 2,540.0 J-299 48.9 2,651.9 6.80 Zone - 1 2,539.0 J-406 49.3 2,651.9 0.00 Zone - 1 2,538.0 J-407 50.2 2,651.9 0.00 Zone - 1 2,536.0 J-390 50.2 2,651.9 0.00 Zone - 1 2,536.0 J-303 50.6 2,651.9 1.70 Zone - 1 2,535.0 J-391 50.6 2,651.9 2.04 Zone - 1 2,535.0 J-389 50.6 2,651.9 2.72 Zone - 1 2,535.0 J-387 50.6 2,651.9 3.40 Zone - 1 2,535.0 J-297 51.9 2,651.9 2.38 Zone - 1 2,532.0 J-395 52.2 2,652.0 1.36 Zone - 1 2,531.4 J-232 52.3 2,651.9 2.04 Zone - 1 2,531.0 J-393 52.3 2,652.0 1.36 Zone - 1 2,531.0 J-231 53.6 2,652.0 1.70 Zone - 1 2,528.1 J-233 53.6 2,651.9 3.74 Zone - 1 2,528.0 J-399 53.6 2,651.9 6.80 Zone - 1 2,528.0 J-334 53.8 2,652.0 2.72 Zone - 1 2,527.6 J-234 54.5 2,652.0 0.68 Zone - 1 2,526.1 J-235 54.5 2,651.9 0.00 Zone - 1 2,526.0 J-408 54.9 2,651.9 3.06 Zone - 1 2,525.0 J-397 54.9 2,651.9 6.80 Zone - 1 2,525.0 J-191 55.3 2,651.9 0.00 Zone - 1 2,524.0 J-304 55.8 2,652.0 3.40 Zone - 1 2,523.0 J-323 55.8 2,652.0 2.72 Zone - 1 2,523.0 J-404 56.2 2,652.0 3.40 Zone - 1 2,522.0 J-324 56.2 2,652.0 3.40 Zone - 1 2,522.0 J-322 56.2 2,652.0 0.00 Zone - 1 2,522.0 J-321 56.2 2,652.0 0.68 Zone - 1 2,522.0 J-320 56.2 2,652.0 1.02 Zone - 1 2,522.0 J-243 56.2 2,652.0 2.72 Zone - 1 2,522.0 J-402 56.2 2,652.0 0.00 Zone - 1 2,522.0 J-250 56.2 2,652.0 1.36 Zone - 1 2,522.0 J-315 56.2 2,652.0 0.68 Zone - 1 2,522.0 J-316 56.4 2,652.0 2.38 Zone - 1 2,521.5 J-239 56.4 2,652.0 0.34 Zone - 1 2,521.5 J-236 56.6 2,651.9 3.74 Zone - 1 2,521.0 J-335 56.7 2,652.0 3.74 Zone - 1 2,521.0 J-287 56.7 2,652.0 2.04 Zone - 1 2,521.0 J-247 56.7 2,652.0 1.70 Zone - 1 2,521.0 J-314 56.7 2,652.0 1.36 Zone - 1 2,521.0 J-312 56.7 2,652.0 1.36 Zone - 1 2,521.0 J-313 56.7 2,652.0 3.40 Zone - 1 2,521.0 J-195 56.7 2,652.0 1.70 Zone - 1 2,521.0 J-198 56.7 2,652.0 2.04 Zone - 1 2,521.0 J-112 56.8 2,652.0 2.38 Zone - 1 2,520.8 J-240 Page 1 of 5 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 7/10/2015 Bentley WaterCAD V8i (SELECTseries 1) [08.11.01.32] Bentley Systems, Inc. Haestad Methods Solution Center Western System - Existing System.wtg EXHIBIT Q PAGE 6 OF 50 ---PAGE BREAK--- FlexTable: Junction Table (Western System - Existing System.wtg) Current Time: 0.000 hours Pressure (psi) Hydraulic Grade (ft) Demand (gpm) Zone Elevation (ft) Label 56.8 2,652.0 1.70 Zone - 1 2,520.8 J-251 56.8 2,652.0 0.00 Zone - 1 2,520.8 J-249 56.9 2,652.0 1.36 Zone - 1 2,520.5 J-237 57.1 2,652.0 0.00 Zone - 1 2,520.1 J-246 57.1 2,651.9 3.74 Zone - 1 2,520.0 J-292 57.1 2,652.0 1.36 Zone - 1 2,520.0 J-286 57.1 2,652.0 1.02 Zone - 1 2,520.0 J-241 57.1 2,652.0 1.70 Zone - 1 2,520.0 J-242 57.1 2,652.0 2.38 Zone - 1 2,520.0 J-245 57.1 2,652.0 0.00 Zone - 1 2,520.0 J-126 57.1 2,652.0 0.00 Zone - 1 2,520.0 J-127 57.1 2,652.0 0.00 Zone - 1 2,520.0 J-128 57.1 2,652.0 0.00 Zone - 1 2,520.0 J-193 57.1 2,652.0 1.36 Zone - 1 2,520.0 J-72 57.1 2,652.0 3.40 Zone - 1 2,520.0 J-308 57.1 2,652.0 3.40 Zone - 1 2,520.0 J-194 57.3 2,652.0 2.04 Zone - 1 2,519.5 J-238 57.3 2,652.0 4.76 Zone - 1 2,519.5 J-244 57.5 2,652.0 0.00 Zone - 1 2,519.1 J-248 57.5 2,652.0 2.04 Zone - 1 2,519.0 J-252 57.5 2,652.0 0.00 Zone - 1 2,519.0 J-122 57.5 2,652.0 0.00 Zone - 1 2,519.0 J-123 57.5 2,652.0 0.00 Zone - 1 2,519.0 J-124 57.5 2,652.0 0.00 Zone - 1 2,519.0 J-125 57.5 2,652.0 2.38 Zone - 1 2,519.0 J-192 57.5 2,652.0 0.00 Zone - 1 2,519.0 J-113 57.5 2,652.0 2.38 Zone - 1 2,519.0 J-79 57.7 2,652.0 2.04 Zone - 1 2,518.6 J-115 57.8 2,652.0 2.04 Zone - 1 2,518.5 J-120 57.8 2,652.0 2.04 Zone - 1 2,518.5 J-121 57.9 2,652.0 1.36 Zone - 1 2,518.1 J-70 57.9 2,651.9 3.40 Zone - 1 2,518.0 J-336 58.0 2,651.9 2.04 Zone - 1 2,518.0 J-288 58.0 2,652.0 0.00 Zone - 1 2,518.0 J-284 58.0 2,652.0 1.36 Zone - 1 2,518.0 J-285 58.0 2,652.0 0.68 Zone - 1 2,518.0 J-61 58.0 2,652.0 3.40 Zone - 1 2,518.0 J-114 58.0 2,652.0 1.36 Zone - 1 2,518.0 J-117 58.0 2,652.0 4.08 Zone - 1 2,518.0 J-119 58.0 2,652.0 0.68 Zone - 1 2,518.0 J-64 58.0 2,652.0 3.06 Zone - 1 2,518.0 J-111 58.0 2,652.0 0.00 Zone - 1 2,518.0 J-319 58.0 2,652.0 1.36 Zone - 1 2,518.0 J-109 58.1 2,652.0 1.36 Zone - 1 2,517.8 J-65 58.1 2,652.0 1.36 Zone - 1 2,517.6 J-59 58.2 2,652.0 0.68 Zone - 1 2,517.5 J-60 Page 2 of 5 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 7/10/2015 Bentley WaterCAD V8i (SELECTseries 1) [08.11.01.32] Bentley Systems, Inc. Haestad Methods Solution Center Western System - Existing System.wtg EXHIBIT Q PAGE 7 OF 50 ---PAGE BREAK--- FlexTable: Junction Table (Western System - Existing System.wtg) Current Time: 0.000 hours Pressure (psi) Hydraulic Grade (ft) Demand (gpm) Zone Elevation (ft) Label 58.2 2,652.0 1.36 Zone - 1 2,517.5 J-71 58.3 2,652.0 1.36 Zone - 1 2,517.3 J-73 58.4 2,652.0 1.36 Zone - 1 2,517.0 J-63 58.4 2,652.0 3.74 Zone - 1 2,517.0 J-118 58.4 2,652.0 1.70 Zone - 1 2,517.0 J-309 58.4 2,652.0 1.36 Zone - 1 2,517.0 J-68 58.4 2,652.0 1.70 Zone - 1 2,517.0 J-69 58.4 2,652.0 2.72 Zone - 1 2,517.0 J-110 58.4 2,652.0 0.00 Zone - 1 2,517.0 J-108 58.4 2,652.0 0.00 Zone - 1 2,517.0 J-318 58.4 2,652.0 0.34 Zone - 1 2,517.0 J-106 58.5 2,652.0 1.36 Zone - 1 2,516.7 J-267 58.6 2,652.0 1.02 Zone - 1 2,516.6 J-62 58.6 2,652.0 1.70 Zone - 1 2,516.6 J-78 58.6 2,652.0 1.36 Zone - 1 2,516.5 J-58 58.6 2,652.0 0.00 Zone - 1 2,516.5 J-310 58.6 2,652.0 0.34 Zone - 1 2,516.5 J-107 58.6 2,652.0 0.00 Zone - 1 2,516.5 J-158 58.7 2,652.0 1.02 Zone - 1 2,516.4 J-254 58.7 2,652.0 0.00 Zone - 1 2,516.3 J-283 58.7 2,652.0 2.04 Zone - 1 2,516.3 J-66 58.7 2,652.0 2.04 Zone - 1 2,516.3 J-80 58.8 2,651.9 2.38 Zone - 1 2,516.0 J-289 58.8 2,651.9 2.72 Zone - 1 2,516.0 J-331 58.8 2,652.0 3.40 Zone - 1 2,516.0 J-105 58.8 2,652.0 0.68 Zone - 1 2,516.0 J-67 58.8 2,652.0 1.36 Zone - 1 2,516.0 J-76 58.8 2,652.0 0.00 Zone - 1 2,516.0 J-317 58.9 2,652.1 0.00 Zone - 1 2,516.0 Well 5 Eaglefield 58.9 2,652.0 1.02 Zone - 1 2,515.8 J-74 59.1 2,652.0 1.36 Zone - 1 2,515.5 J-57 59.1 2,652.0 1.36 Zone - 1 2,515.5 J-56 59.1 2,652.0 2.72 Zone - 1 2,515.5 J-103 59.1 2,652.0 1.36 Zone - 1 2,515.5 J-104 59.1 2,652.0 3.06 Zone - 1 2,515.5 J-77 59.3 2,652.0 2.72 Zone - 1 2,515.0 J-269 59.3 2,652.0 0.00 Zone - 1 2,515.0 J-253 59.3 2,652.0 1.02 Zone - 1 2,515.0 J-81 59.3 2,652.0 1.70 Zone - 1 2,515.0 J-87 59.3 2,652.0 2.38 Zone - 1 2,515.0 J-148 59.6 2,652.0 0.00 Zone - 1 2,514.4 J-82 59.6 2,652.0 3.06 Zone - 1 2,514.3 J-101 59.6 2,652.0 2.72 Zone - 1 2,514.3 J-85 59.7 2,651.9 4.08 Zone - 1 2,514.0 J-378 59.7 2,651.9 3.40 Zone - 1 2,514.0 J-376 Page 3 of 5 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 7/10/2015 Bentley WaterCAD V8i (SELECTseries 1) [08.11.01.32] Bentley Systems, Inc. Haestad Methods Solution Center Western System - Existing System.wtg EXHIBIT Q PAGE 8 OF 50 ---PAGE BREAK--- FlexTable: Junction Table (Western System - Existing System.wtg) Current Time: 0.000 hours Pressure (psi) Hydraulic Grade (ft) Demand (gpm) Zone Elevation (ft) Label 59.7 2,651.9 1.36 Zone - 1 2,514.0 J-291 59.7 2,651.9 1.36 Zone - 1 2,514.0 J-290 59.7 2,651.9 1.70 Zone - 1 2,514.0 J-326 59.7 2,652.0 0.00 Zone - 1 2,514.0 J-259 59.7 2,652.0 0.00 Zone - 1 2,514.0 J-258 59.7 2,652.0 2.04 Zone - 1 2,514.0 J-257 59.7 2,652.0 1.36 Zone - 1 2,514.0 J-256 59.7 2,652.0 1.36 Zone - 1 2,514.0 J-266 59.7 2,652.0 2.72 Zone - 1 2,514.0 J-264 59.7 2,652.0 3.40 Zone - 1 2,514.0 J-102 59.7 2,652.0 2.04 Zone - 1 2,514.0 J-88 59.7 2,652.0 2.38 Zone - 1 2,514.0 J-89 59.7 2,652.0 1.02 Zone - 1 2,513.9 J-272 59.9 2,652.0 2.04 Zone - 1 2,513.5 J-255 59.9 2,652.0 0.95 Zone - 1 2,513.5 J-84 60.1 2,651.9 0.34 Zone - 1 2,513.0 J-328 60.1 2,651.9 0.00 Zone - 1 2,513.0 J-327 60.1 2,652.0 2.04 Zone - 1 2,513.0 J-98 60.1 2,652.0 2.04 Zone - 1 2,513.0 J-99 60.1 2,652.0 1.36 Zone - 1 2,513.0 J-262 60.1 2,652.0 0.00 Zone - 1 2,513.0 Well 4 Legacy 60.3 2,652.0 2.04 Zone - 1 2,512.5 J-282 60.3 2,652.0 2.04 Zone - 1 2,512.5 J-278 60.3 2,652.0 2.72 Zone - 1 2,512.5 J-270 60.4 2,652.0 2.72 Zone - 1 2,512.4 J-260 60.4 2,652.0 4.76 Zone - 1 2,512.3 J-276 60.5 2,652.0 3.40 Zone - 1 2,512.3 J-274 60.5 2,652.0 0.68 Zone - 1 2,512.2 J-261 60.5 2,652.0 2.72 Zone - 1 2,512.1 J-279 60.5 2,652.0 2.38 Zone - 1 2,512.1 J-275 60.5 2,651.9 4.08 Zone - 1 2,512.0 J-380 60.5 2,651.9 3.40 Zone - 1 2,512.0 J-382 60.5 2,651.9 2.04 Zone - 1 2,512.0 J-293 60.5 2,651.9 1.36 Zone - 1 2,512.0 J-294 60.6 2,652.0 0.00 Zone - 1 2,512.0 J-100 60.6 2,652.0 2.72 Zone - 1 2,512.0 J-280 60.6 2,652.0 2.38 Zone - 1 2,512.0 J-268 60.6 2,652.0 1.36 Zone - 1 2,512.0 J-273 60.6 2,652.0 1.02 Zone - 1 2,512.0 J-265 60.6 2,652.0 1.70 Zone - 1 2,511.9 J-271 60.8 2,652.0 0.68 Zone - 1 2,511.5 J-281 60.8 2,652.0 2.72 Zone - 1 2,511.5 J-277 61.0 2,651.9 0.00 Zone - 1 2,511.0 J-383 61.0 2,651.9 4.08 Zone - 1 2,511.0 J-385 61.0 2,651.9 3.06 Zone - 1 2,511.0 J-374 61.0 2,651.9 1.36 Zone - 1 2,511.0 J-373 Page 4 of 5 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 7/10/2015 Bentley WaterCAD V8i (SELECTseries 1) [08.11.01.32] Bentley Systems, Inc. Haestad Methods Solution Center Western System - Existing System.wtg EXHIBIT Q PAGE 9 OF 50 ---PAGE BREAK--- FlexTable: Junction Table (Western System - Existing System.wtg) Current Time: 0.000 hours Pressure (psi) Hydraulic Grade (ft) Demand (gpm) Zone Elevation (ft) Label 61.0 2,651.9 1.36 Zone - 1 2,511.0 J-333 61.0 2,651.9 3.06 Zone - 1 2,511.0 J-332 61.4 2,651.9 5.10 Zone - 1 2,510.0 J-306 61.4 2,652.0 2.04 Zone - 1 2,510.0 J-97 62.3 2,651.9 0.00 Zone - 1 2,508.0 J-329 62.3 2,652.0 2.04 Zone - 1 2,508.0 J-96 62.7 2,651.9 6.80 Zone - 1 2,507.0 J-330 63.2 2,652.0 2.04 Zone - 1 2,506.0 J-92 63.2 2,652.0 0.00 Zone - 1 2,506.0 J-93 63.2 2,652.0 2.04 Zone - 1 2,506.0 J-94 63.2 2,652.0 2.04 Zone - 1 2,506.0 J-95 63.2 2,652.0 2.04 Zone - 1 2,506.0 J-145 Page 5 of 5 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 7/10/2015 Bentley WaterCAD V8i (SELECTseries 1) [08.11.01.32] Bentley Systems, Inc. Haestad Methods Solution Center Western System - Existing System.wtg EXHIBIT Q PAGE 10 OF 50 ---PAGE BREAK--- Fire Flow Node FlexTable: Fire Flow Report (Western System - Existing System.wtg) Current Time: 0.000 hours Junction w/ Minimum Pressure (System) Pressure (Calculated Zone Lower Limit) (psi) Pressure (Calculated Residual) (psi) Pressure (Residual Lower Limit) (psi) Fire Flow (Available) (gpm) Label J-92 25.1 20.0 20.0 1,400.00 H-145 J-92 26.2 20.0 20.0 1,415.27 J-94 J-92 21.8 20.0 20.0 1,454.83 J-93 J-93 20.0 20.0 20.0 1,488.30 J-92 J-93 20.0 20.0 20.0 1,500.00 J-145 J-96 25.2 20.0 20.0 1,512.84 H-96 H-53 23.3 20.0 20.0 1,524.72 J-395 J-391 22.7 20.0 20.0 1,540.00 H-52 J-93 20.0 20.0 20.0 1,540.88 J-95 J-395 21.9 20.0 20.0 1,554.25 H-53 J-323 29.5 20.0 20.0 1,563.85 J-324 J-389 22.6 20.0 20.0 1,573.39 J-390 J-390 22.0 20.0 20.0 1,588.45 H-51 H-52 20.2 20.0 20.0 1,614.06 J-391 H-52 22.0 20.0 20.0 1,615.13 H-55 H-52 22.8 20.0 20.0 1,621.60 H-56 J-395 20.0 20.5 20.0 1,622.66 J-393 H-96 20.0 20.0 20.0 1,625.76 J-96 J-315 25.3 20.0 20.0 1,627.19 J-316 H-52 20.8 20.0 20.0 1,629.89 H-54 J-390 20.0 20.5 20.0 1,639.92 J-389 J-390 22.9 20.0 20.0 1,641.54 H-57 J-97 26.0 20.0 20.0 1,654.88 H-97 H-52 20.0 21.5 20.0 1,656.34 J-397 J-324 26.3 20.0 20.0 1,677.55 J-323 J-234 31.8 20.0 20.0 1,681.83 H-234 H-52 20.2 20.0 20.0 1,689.88 J-399 J-232 29.1 20.0 20.0 1,732.36 H-232 J-390 20.0 20.5 20.0 1,741.36 J-387 J-316 20.0 20.0 20.0 1,772.74 J-315 H-97 20.0 20.0 20.0 1,801.16 J-97 J-101 27.4 20.0 20.0 1,813.85 H-101 J-98 25.4 20.0 20.0 1,820.29 J-99 J-323 20.0 20.4 20.0 1,832.30 J-322 J-390 20.0 20.4 20.0 1,837.41 J-297 J-99 23.7 20.0 20.0 1,844.15 J-100 J-404 21.4 20.0 20.0 1,846.97 H-59 H-59 20.0 20.0 20.0 1,864.29 J-404 J-269 31.2 20.0 20.0 1,864.56 H-269 J-323 20.0 20.4 20.0 1,868.35 J-321 H-232 22.4 20.0 20.0 1,880.02 J-231 J-99 20.0 20.0 20.0 1,887.67 J-98 Page 1 of 7 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 7/10/2015 Bentley WaterCAD V8i (SELECTseries 1) [08.11.01.32] Bentley Systems, Inc. Haestad Methods Solution Center Western System - Existing System.wtg EXHIBIT Q PAGE 11 OF 50 ---PAGE BREAK--- Fire Flow Node FlexTable: Fire Flow Report (Western System - Existing System.wtg) Current Time: 0.000 hours Junction w/ Minimum Pressure (System) Pressure (Calculated Zone Lower Limit) (psi) Pressure (Calculated Residual) (psi) Pressure (Residual Lower Limit) (psi) Fire Flow (Available) (gpm) Label H-101 29.1 20.0 20.0 1,902.22 H-102 J-105 28.9 20.0 20.0 1,906.59 H-105 H-101 20.0 20.0 20.0 1,910.75 J-101 H-232 20.0 20.0 20.0 1,911.38 J-232 J-402 22.3 20.0 20.0 1,920.43 H-58 J-239 32.6 20.0 20.0 1,921.05 H-239 J-323 20.0 20.4 20.0 1,925.13 J-320 J-316 20.0 20.4 20.0 1,926.83 J-314 J-128 27.9 20.0 20.0 1,929.05 H-128 H-234 20.0 20.0 20.0 1,930.27 J-234 J-89 27.6 20.0 20.0 1,930.78 H-89 J-323 23.0 20.0 20.0 1,934.53 H-60 J-299 24.5 20.0 20.0 1,937.56 J-302 J-316 24.5 20.0 20.0 1,937.91 J-313 H-58 20.0 20.4 20.0 1,944.28 J-402 H-232 26.6 20.0 20.0 1,950.40 H-235 J-302 20.0 23.5 20.0 1,952.20 J-299 J-302 20.0 23.9 20.0 1,958.46 J-406 J-282 28.7 20.0 20.0 1,962.93 H-281 J-302 20.0 24.4 20.0 1,963.00 J-407 J-302 20.0 25.2 20.0 1,970.38 J-303 J-302 20.0 30.0 20.0 1,983.18 J-191 J-316 20.0 20.4 20.0 1,997.05 J-312 J-232 20.0 21.4 20.0 1,998.45 J-233 H-232 31.2 20.0 20.0 2,004.85 H-247 J-61 28.0 20.0 20.0 2,005.75 H-60 J-323 20.0 20.4 20.0 2,008.24 J-243 H-269 20.0 20.0 20.0 2,009.58 J-269 J-269 30.3 20.0 20.0 2,011.92 H-268 J-101 20.0 20.1 20.0 2,019.23 J-102 H-105 20.0 20.0 20.0 2,021.49 J-105 J-323 28.7 20.0 20.0 2,022.14 H-241 J-59 28.9 20.0 20.0 2,024.09 H-59 J-232 27.5 20.0 20.0 2,025.11 H-237 J-148 31.8 20.1 20.0 2,026.31 J-88 H-89 20.0 20.0 20.0 2,027.57 J-89 J-380 25.1 20.0 20.0 2,028.26 H-46 J-378 24.3 20.0 20.0 2,029.45 H-45 J-270 30.3 20.0 20.0 2,030.81 H-270 H-128 20.0 20.0 20.0 2,032.79 J-128 J-281 23.7 20.0 20.0 2,033.95 J-282 J-302 24.1 20.0 20.0 2,034.88 J-335 J-267 28.5 20.0 20.0 2,038.65 H-266 Page 2 of 7 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 7/10/2015 Bentley WaterCAD V8i (SELECTseries 1) [08.11.01.32] Bentley Systems, Inc. Haestad Methods Solution Center Western System - Existing System.wtg EXHIBIT Q PAGE 12 OF 50 ---PAGE BREAK--- Fire Flow Node FlexTable: Fire Flow Report (Western System - Existing System.wtg) Current Time: 0.000 hours Junction w/ Minimum Pressure (System) Pressure (Calculated Zone Lower Limit) (psi) Pressure (Calculated Residual) (psi) Pressure (Residual Lower Limit) (psi) Fire Flow (Available) (gpm) Label H-232 20.0 22.3 20.0 2,042.50 J-235 J-126 29.7 20.0 20.0 2,042.57 H-126 J-302 20.1 29.6 20.0 2,042.60 J-408 J-380 25.0 20.0 20.0 2,043.37 H-47 H-232 28.0 20.0 20.0 2,047.87 H-244 J-148 28.6 20.0 20.0 2,053.18 H-148 J-382 23.8 20.1 20.0 2,053.63 J-383 J-105 28.7 20.0 20.0 2,054.81 H-104 J-376 24.5 20.0 20.0 2,061.15 H-44 J-125 28.8 20.0 20.0 2,063.70 H-125 J-302 30.5 20.0 20.0 2,063.70 H-277 H-60 23.6 20.0 20.0 2,068.14 J-61 J-122 29.1 20.0 20.0 2,072.54 H-122 H-45 20.9 20.0 20.0 2,074.54 J-378 J-282 20.0 20.4 20.0 2,075.56 J-281 J-302 20.0 30.4 20.0 2,079.60 J-304 J-302 20.0 24.5 20.0 2,079.69 J-334 J-302 20.0 21.4 20.0 2,080.02 H-50 J-118 28.6 20.0 20.0 2,080.08 H-118 H-46 20.4 20.0 20.0 2,083.64 J-380 H-266 26.2 20.1 20.0 2,086.42 J-267 J-382 24.3 20.0 20.0 2,088.16 H-48 J-323 24.1 20.0 20.0 2,088.73 J-242 J-302 20.4 20.0 20.0 2,092.88 J-336 H-45 21.0 20.0 20.0 2,094.50 J-376 H-239 20.1 20.1 20.0 2,095.36 J-239 J-302 28.2 20.1 20.0 2,095.89 H-114 J-302 20.0 32.2 20.0 2,097.92 J-292 J-316 27.8 20.1 20.0 2,098.08 H-70 J-302 27.8 20.1 20.0 2,101.30 H-120 J-383 20.5 20.0 20.0 2,102.35 J-382 J-302 26.5 20.1 20.0 2,103.41 H-251 J-302 27.6 20.1 20.0 2,104.54 H-73 J-316 20.0 20.9 20.0 2,106.44 J-72 J-302 28.0 20.1 20.0 2,107.95 H-279 J-302 27.5 20.0 20.0 2,108.73 J-85 J-61 20.1 20.3 20.0 2,112.48 J-60 J-302 28.2 43.3 20.0 2,113.23 Well 4 Legacy J-302 26.5 20.1 20.0 2,123.62 H-113 J-282 20.0 20.2 20.0 2,125.30 J-280 H-128 20.1 20.1 20.0 2,125.45 J-127 J-232 20.0 24.3 20.0 2,126.07 J-236 J-302 20.1 34.8 20.0 2,127.41 J-291 Page 3 of 7 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 7/10/2015 Bentley WaterCAD V8i (SELECTseries 1) [08.11.01.32] Bentley Systems, Inc. Haestad Methods Solution Center Western System - Existing System.wtg EXHIBIT Q PAGE 13 OF 50 ---PAGE BREAK--- Fire Flow Node FlexTable: Fire Flow Report (Western System - Existing System.wtg) Current Time: 0.000 hours Junction w/ Minimum Pressure (System) Pressure (Calculated Zone Lower Limit) (psi) Pressure (Calculated Residual) (psi) Pressure (Residual Lower Limit) (psi) Fire Flow (Available) (gpm) Label J-302 20.1 34.8 20.0 2,129.30 J-290 J-124 25.0 20.1 20.0 2,129.58 J-123 J-302 26.2 20.1 20.0 2,129.68 H-158 H-232 20.0 23.1 20.0 2,134.60 J-237 J-302 25.8 20.1 20.0 2,135.01 H-121 J-270 22.5 20.1 20.0 2,136.19 J-271 J-232 20.0 23.0 20.0 2,137.50 J-238 J-302 20.0 33.8 20.0 2,140.07 J-289 J-302 21.7 20.1 20.0 2,140.52 H-49 J-302 20.0 31.7 20.0 2,142.88 J-293 J-302 25.3 20.1 20.0 2,143.88 H-74 J-323 20.0 20.2 20.0 2,145.46 J-241 J-323 20.0 21.0 20.0 2,145.46 J-240 H-59 20.1 20.1 20.0 2,145.70 J-59 J-302 25.1 20.0 20.0 2,146.67 H-69 J-302 24.9 20.1 20.0 2,149.40 J-79 H-44 20.0 20.9 20.0 2,151.38 J-374 J-198 22.1 20.1 20.0 2,151.61 H-198 J-302 24.8 20.0 20.0 2,151.80 H-67 H-269 20.0 21.3 20.0 2,152.17 J-268 J-302 20.0 29.9 20.0 2,152.97 J-294 J-302 20.0 33.0 20.0 2,153.92 J-288 H-48 20.2 20.0 20.0 2,153.93 J-385 J-267 20.0 21.2 20.0 2,154.34 J-266 J-302 24.6 20.0 20.0 2,155.47 H-78 J-302 20.0 33.0 20.0 2,164.22 J-284 H-232 20.0 21.1 20.0 2,167.08 J-244 J-302 20.0 33.0 20.0 2,167.76 J-306 J-302 20.0 31.7 20.0 2,167.90 J-329 J-302 20.0 23.4 20.0 2,168.17 J-373 J-302 20.0 30.4 20.0 2,168.36 J-330 H-270 20.1 20.1 20.0 2,168.65 J-270 H-148 20.1 20.1 20.0 2,168.88 J-148 J-302 20.0 32.2 20.0 2,168.91 J-328 J-302 20.0 30.9 20.0 2,169.44 J-333 J-302 20.0 32.6 20.0 2,169.75 J-327 J-302 20.0 27.4 20.0 2,170.32 J-332 J-302 20.0 32.8 20.0 2,170.94 J-326 J-302 20.0 20.1 20.0 2,171.52 J-331 J-302 20.1 30.4 20.0 2,171.52 J-285 J-302 20.0 33.8 20.0 2,172.60 J-259 J-232 20.0 24.8 20.0 2,172.70 J-246 J-232 20.0 23.2 20.0 2,172.83 J-247 Page 4 of 7 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 7/10/2015 Bentley WaterCAD V8i (SELECTseries 1) [08.11.01.32] Bentley Systems, Inc. Haestad Methods Solution Center Western System - Existing System.wtg EXHIBIT Q PAGE 14 OF 50 ---PAGE BREAK--- Fire Flow Node FlexTable: Fire Flow Report (Western System - Existing System.wtg) Current Time: 0.000 hours Junction w/ Minimum Pressure (System) Pressure (Calculated Zone Lower Limit) (psi) Pressure (Calculated Residual) (psi) Pressure (Residual Lower Limit) (psi) Fire Flow (Available) (gpm) Label J-105 20.0 20.2 20.0 2,173.93 J-104 J-302 20.0 34.8 20.0 2,174.69 J-258 J-302 23.3 20.0 20.0 2,177.32 H-77 J-308 21.0 20.0 20.0 2,177.46 J-309 J-302 23.8 20.0 20.0 2,177.58 J-278 J-302 23.9 20.0 20.0 2,177.88 H-272 H-126 20.0 20.0 20.0 2,179.14 J-126 J-302 23.1 20.0 20.0 2,180.09 H-110 H-198 20.0 20.0 20.0 2,180.72 J-198 J-302 23.6 20.0 20.0 2,180.82 H-276 H-128 20.0 20.0 20.0 2,181.52 J-193 J-302 20.0 25.2 20.0 2,184.27 J-286 H-232 20.0 25.0 20.0 2,186.28 J-245 H-125 20.0 20.0 20.0 2,186.43 J-125 J-302 22.4 20.0 20.0 2,188.59 H-57 J-148 20.0 20.0 20.0 2,189.52 J-87 J-302 23.1 20.0 20.0 2,190.72 H-274 J-309 21.3 20.0 20.0 2,191.14 J-308 J-105 20.0 20.2 20.0 2,192.01 J-103 J-302 20.0 22.4 20.0 2,193.49 J-287 H-118 20.0 20.0 20.0 2,198.80 J-118 J-123 20.0 20.0 20.0 2,198.88 J-124 J-302 20.0 34.8 20.0 2,199.99 J-257 H-122 20.0 20.0 20.0 2,200.13 J-122 J-302 20.0 22.6 20.0 2,201.92 J-252 J-316 20.0 22.0 20.0 2,206.01 J-71 J-302 21.3 20.0 20.0 2,209.39 H-80 J-316 20.0 21.5 20.0 2,209.57 J-70 J-302 20.0 22.9 20.0 2,210.19 J-251 J-302 20.9 20.0 20.0 2,214.66 H-64 J-302 20.0 34.8 20.0 2,217.83 J-256 J-302 20.0 34.2 20.0 2,219.16 J-255 J-302 20.0 22.7 20.0 2,219.75 H-255 H-114 20.0 20.0 20.0 2,220.39 J-114 J-302 20.0 32.2 20.0 2,220.94 J-254 J-61 20.0 20.6 20.0 2,222.06 J-58 J-302 20.1 27.9 20.0 2,222.89 J-249 H-198 20.0 20.0 20.0 2,223.38 J-195 J-278 20.0 20.4 20.0 2,223.70 J-277 J-302 20.0 28.8 20.0 2,223.70 J-248 J-302 20.0 26.8 20.0 2,223.74 J-250 J-302 20.1 31.2 20.0 2,224.94 J-253 J-302 20.1 20.0 20.0 2,225.35 H-62 Page 5 of 7 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 7/10/2015 Bentley WaterCAD V8i (SELECTseries 1) [08.11.01.32] Bentley Systems, Inc. Haestad Methods Solution Center Western System - Existing System.wtg EXHIBIT Q PAGE 15 OF 50 ---PAGE BREAK--- Fire Flow Node FlexTable: Fire Flow Report (Western System - Existing System.wtg) Current Time: 0.000 hours Junction w/ Minimum Pressure (System) Pressure (Calculated Zone Lower Limit) (psi) Pressure (Calculated Residual) (psi) Pressure (Residual Lower Limit) (psi) Fire Flow (Available) (gpm) Label J-302 20.0 30.7 20.0 2,225.97 J-56 J-302 20.0 27.2 20.0 2,226.05 J-57 J-302 20.0 30.5 20.0 2,226.25 J-283 J-302 20.0 30.0 20.0 2,227.07 J-62 H-120 20.0 20.0 20.0 2,227.11 J-120 J-302 20.0 29.7 20.0 2,227.40 J-63 J-302 20.0 24.9 20.0 2,228.99 J-66 J-302 20.0 24.7 20.0 2,229.04 J-67 J-302 20.0 28.9 20.0 2,229.09 J-64 J-302 20.0 29.0 20.0 2,229.17 J-65 J-302 20.0 24.8 20.0 2,229.24 J-68 J-302 20.0 24.3 20.0 2,229.31 J-69 J-302 20.0 23.8 20.0 2,229.38 J-319 J-302 20.0 24.5 20.0 2,229.57 J-78 J-302 20.0 26.7 20.0 2,229.74 J-318 J-302 20.0 23.7 20.0 2,229.76 J-74 J-302 20.0 29.6 20.0 2,229.77 J-317 J-302 20.0 20.6 20.0 2,229.80 J-73 J-302 20.0 26.5 20.0 2,230.03 J-77 J-302 20.0 27.0 20.0 2,230.11 J-76 J-302 20.0 29.8 20.0 2,230.25 J-81 J-302 20.0 29.3 20.0 2,230.29 J-80 J-302 20.0 24.1 20.0 2,230.43 J-112 J-302 20.0 22.9 20.0 2,230.56 J-121 J-302 20.0 22.2 20.0 2,230.59 J-194 J-302 20.0 21.8 20.0 2,230.62 J-113 J-302 20.0 21.2 20.0 2,230.65 J-192 J-302 20.0 20.7 20.0 2,230.65 J-119 J-302 20.0 20.2 20.0 2,230.65 J-115 J-302 20.0 20.4 20.0 2,230.66 J-117 J-302 20.0 26.5 20.0 2,230.66 J-110 J-302 20.0 27.9 20.0 2,230.66 J-106 J-302 20.0 27.0 20.0 2,230.67 J-108 J-302 20.0 25.9 20.0 2,230.67 J-111 J-302 20.0 28.6 20.0 2,230.67 J-107 J-302 20.0 26.3 20.0 2,230.67 J-109 J-302 20.0 28.6 20.0 2,230.68 J-158 J-302 20.0 28.6 20.0 2,230.69 J-310 J-302 20.0 29.8 20.0 2,231.16 J-82 J-302 20.0 26.1 20.0 2,231.76 J-84 J-302 20.0 28.5 20.0 2,233.59 Well 5 Eaglefield J-302 20.1 35.5 20.0 2,235.31 J-260 Page 6 of 7 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 7/10/2015 Bentley WaterCAD V8i (SELECTseries 1) [08.11.01.32] Bentley Systems, Inc. Haestad Methods Solution Center Western System - Existing System.wtg EXHIBIT Q PAGE 16 OF 50 ---PAGE BREAK--- Fire Flow Node FlexTable: Fire Flow Report (Western System - Existing System.wtg) Current Time: 0.000 hours Junction w/ Minimum Pressure (System) Pressure (Calculated Zone Lower Limit) (psi) Pressure (Calculated Residual) (psi) Pressure (Residual Lower Limit) (psi) Fire Flow (Available) (gpm) Label J-302 20.1 35.6 20.0 2,237.02 J-261 J-302 20.0 24.3 20.0 2,237.62 H-261 J-267 20.0 22.0 20.0 2,237.88 J-265 J-302 20.0 29.5 20.0 2,238.91 J-276 J-302 20.0 28.0 20.0 2,240.90 J-275 J-302 20.0 28.0 20.0 2,241.01 J-274 J-302 20.0 29.3 20.0 2,241.21 J-273 J-302 20.0 30.1 20.0 2,241.55 J-264 J-302 20.0 20.6 20.0 2,241.81 J-279 J-302 20.0 29.4 20.0 2,242.14 J-272 J-302 20.0 35.2 20.0 2,242.27 J-262 Page 7 of 7 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 7/10/2015 Bentley WaterCAD V8i (SELECTseries 1) [08.11.01.32] Bentley Systems, Inc. Haestad Methods Solution Center Western System - Existing System.wtg EXHIBIT Q PAGE 17 OF 50 ---PAGE BREAK--- FlexTable: Hydrant Table (Western System - Existing System.wtg) Current Time: 0.000 hours Pressure (psi) Hydraulic Grade (ft) Elevation (ft) Zone Demand (gpm) Lateral Length (ft) Include Lateral Loss? Fire Flow (Available) (gpm) Label 59.7 2,651.9 2,514.0 Zone - 1 0.00 20 True 2,061.15 H-44 59.7 2,651.9 2,514.0 Zone - 1 0.00 20 True 2,029.45 H-45 60.1 2,651.9 2,513.0 Zone - 1 0.00 20 True 2,028.26 H-46 60.5 2,651.9 2,512.0 Zone - 1 0.00 20 True 2,043.37 H-47 61.0 2,651.9 2,511.0 Zone - 1 0.00 20 True 2,088.16 H-48 61.0 2,651.9 2,511.0 Zone - 1 0.00 20 True 2,140.52 H-49 54.5 2,651.9 2,526.0 Zone - 1 0.00 20 True 2,080.02 H-50 50.6 2,651.9 2,535.0 Zone - 1 0.00 20 True 1,588.45 H-51 50.6 2,651.9 2,535.0 Zone - 1 0.00 20 True 1,540.00 H-52 52.3 2,651.9 2,531.0 Zone - 1 0.00 20 True 1,554.25 H-53 54.9 2,651.9 2,525.0 Zone - 1 0.00 20 True 1,629.89 H-54 54.0 2,651.9 2,527.0 Zone - 1 0.00 20 True 1,615.13 H-55 52.7 2,651.9 2,530.0 Zone - 1 0.00 20 True 1,621.60 H-56 59.1 2,652.0 2,515.5 Zone - 1 0.00 20 False 2,188.59 H-57 50.6 2,651.9 2,535.0 Zone - 1 0.00 20 True 1,641.54 H-57 55.8 2,652.0 2,523.0 Zone - 1 0.00 20 False 1,920.43 H-58 58.1 2,652.0 2,517.6 Zone - 1 0.00 20 False 2,024.09 H-59 55.8 2,652.0 2,523.0 Zone - 1 0.00 20 False 1,846.97 H-59 56.2 2,652.0 2,522.0 Zone - 1 0.00 20 True 1,934.53 H-60 58.2 2,652.0 2,517.5 Zone - 1 0.00 20 False 2,005.75 H-60 58.6 2,652.0 2,516.6 Zone - 1 0.00 20 False 2,225.35 H-62 58.0 2,652.0 2,518.0 Zone - 1 0.00 20 False 2,214.66 H-64 58.8 2,652.0 2,516.0 Zone - 1 0.00 20 False 2,151.80 H-67 58.4 2,652.0 2,517.0 Zone - 1 0.00 20 False 2,146.67 H-69 57.9 2,652.0 2,518.1 Zone - 1 0.00 20 False 2,098.08 H-70 58.3 2,652.0 2,517.3 Zone - 1 0.00 20 False 2,104.54 H-73 58.9 2,652.0 2,515.8 Zone - 1 0.00 20 False 2,143.88 H-74 59.1 2,652.0 2,515.5 Zone - 1 0.00 20 False 2,177.32 H-77 58.6 2,652.0 2,516.6 Zone - 1 0.00 20 False 2,155.47 H-78 58.7 2,652.0 2,516.3 Zone - 1 0.00 20 False 2,209.39 H-80 59.7 2,652.0 2,514.0 Zone - 1 0.00 20 False 1,930.78 H-89 62.3 2,652.0 2,508.0 Zone - 1 0.00 20 False 1,512.84 H-96 61.4 2,652.0 2,510.0 Zone - 1 0.00 20 False 1,654.88 H-97 59.6 2,652.0 2,514.3 Zone - 1 0.00 20 False 1,813.85 H-101 59.7 2,652.0 2,514.0 Zone - 1 0.00 20 False 1,902.22 H-102 59.1 2,652.0 2,515.5 Zone - 1 0.00 20 False 2,054.81 H-104 58.8 2,652.0 2,516.0 Zone - 1 0.00 20 False 1,906.59 H-105 58.4 2,652.0 2,517.0 Zone - 1 0.00 20 False 2,180.09 H-110 57.5 2,652.0 2,519.0 Zone - 1 0.00 20 False 2,123.62 H-113 58.0 2,652.0 2,518.0 Zone - 1 0.00 20 False 2,095.89 H-114 58.4 2,652.0 2,517.0 Zone - 1 0.00 20 False 2,080.08 H-118 57.8 2,652.0 2,518.5 Zone - 1 0.00 20 False 2,101.30 H-120 57.8 2,652.0 2,518.5 Zone - 1 0.00 20 False 2,135.01 H-121 57.5 2,652.0 2,519.0 Zone - 1 0.00 20 False 2,072.54 H-122 57.5 2,652.0 2,519.0 Zone - 1 0.00 20 False 2,063.70 H-125 57.1 2,652.0 2,520.0 Zone - 1 0.00 20 False 2,042.57 H-126 Page 1 of 2 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 7/10/2015 Bentley WaterCAD V8i (SELECTseries 1) [08.11.01.32] Bentley Systems, Inc. Haestad Methods Solution Center Western System - Existing System.wtg EXHIBIT Q PAGE 18 OF 50 ---PAGE BREAK--- FlexTable: Hydrant Table (Western System - Existing System.wtg) Current Time: 0.000 hours Pressure (psi) Hydraulic Grade (ft) Elevation (ft) Zone Demand (gpm) Lateral Length (ft) Include Lateral Loss? Fire Flow (Available) (gpm) Label 57.1 2,652.0 2,520.0 Zone - 1 0.00 20 False 1,929.05 H-128 63.2 2,652.0 2,506.0 Zone - 1 0.00 20 False 1,400.00 H-145 59.3 2,652.0 2,515.0 Zone - 1 0.00 20 False 2,053.18 H-148 58.6 2,652.0 2,516.5 Zone - 1 0.00 20 False 2,129.68 H-158 56.7 2,652.0 2,521.0 Zone - 1 0.00 20 False 2,151.61 H-198 52.2 2,652.0 2,531.4 Zone - 1 0.00 20 False 1,732.36 H-232 53.8 2,652.0 2,527.6 Zone - 1 0.00 20 False 1,681.83 H-234 54.5 2,652.0 2,526.1 Zone - 1 0.00 20 False 1,950.40 H-235 56.9 2,652.0 2,520.5 Zone - 1 0.00 20 False 2,025.11 H-237 56.4 2,652.0 2,521.5 Zone - 1 0.00 20 False 1,921.05 H-239 57.1 2,652.0 2,520.0 Zone - 1 0.00 20 False 2,022.14 H-241 57.3 2,652.0 2,519.5 Zone - 1 0.00 20 False 2,047.87 H-244 56.7 2,652.0 2,521.0 Zone - 1 0.00 20 False 2,004.85 H-247 56.8 2,652.0 2,520.8 Zone - 1 0.00 20 False 2,103.41 H-251 59.9 2,652.0 2,513.5 Zone - 1 0.00 20 False 2,219.75 H-255 60.5 2,652.0 2,512.2 Zone - 1 0.00 20 False 2,237.62 H-261 59.7 2,652.0 2,514.0 Zone - 1 0.00 20 False 2,038.65 H-266 60.6 2,652.0 2,512.0 Zone - 1 0.00 20 False 2,011.92 H-268 59.3 2,652.0 2,515.0 Zone - 1 0.00 20 False 1,864.56 H-269 60.3 2,652.0 2,512.5 Zone - 1 0.00 20 False 2,030.81 H-270 59.7 2,652.0 2,514.0 Zone - 1 0.00 20 False 2,177.88 H-272 60.5 2,652.0 2,512.3 Zone - 1 0.00 20 False 2,190.72 H-274 60.4 2,652.0 2,512.3 Zone - 1 0.00 20 False 2,180.82 H-276 60.8 2,652.0 2,511.5 Zone - 1 0.00 20 False 2,063.70 H-277 60.5 2,652.0 2,512.1 Zone - 1 0.00 20 False 2,107.95 H-279 60.8 2,652.0 2,511.5 Zone - 1 0.00 20 False 1,962.93 H-281 Page 2 of 2 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 7/10/2015 Bentley WaterCAD V8i (SELECTseries 1) [08.11.01.32] Bentley Systems, Inc. Haestad Methods Solution Center Western System - Existing System.wtg EXHIBIT Q PAGE 19 OF 50 ---PAGE BREAK--- FlexTable: Pipe Table (Western System - Existing System.wtg) Current Time: 0.000 hours Velocity (ft/s) Flow (gpm) Hazen- Williams C Material Diameter (in) Stop Node Start Node Has User Defined Length? Length (ft) Label 0.17 -108.86 140.0 PVC 16.0 J-56 J-283 False 169 P-2 0.03 5.44 140.0 PVC 8.0 J-57 J-56 False 115 P-3 0.03 4.08 140.0 PVC 8.0 J-58 J-57 False 212 P-4 0.01 1.36 140.0 PVC 8.0 J-59 J-58 False 197 P-5 0.01 1.36 140.0 PVC 8.0 J-60 J-58 False 281 P-6 0.00 0.68 140.0 PVC 8.0 J-61 J-60 False 128 P-7 0.18 -115.66 140.0 PVC 16.0 J-62 J-56 False 344 P-8 0.19 -116.68 140.0 PVC 16.0 J-63 J-62 False 105 P-9 0.19 -118.04 140.0 PVC 16.0 J-64 J-63 False 372 P-10 0.19 -118.73 140.0 PVC 16.0 J-65 J-64 False 28 P-11 0.00 0.51 140.0 PVC 8.0 J-66 J-65 False 395 P-12 0.01 -1.53 140.0 PVC 8.0 J-67 J-66 False 66 P-13 0.01 -2.21 140.0 PVC 8.0 J-68 J-67 False 455 P-14 0.03 4.49 140.0 PVC 8.0 J-69 J-68 False 39 P-15 0.02 2.79 140.0 PVC 8.0 J-70 J-69 False 537 P-16 0.01 1.43 140.0 PVC 8.0 J-71 J-70 False 28 P-17 0.05 7.82 140.0 PVC 8.0 J-72 J-71 False 254 P-18 0.05 -7.75 140.0 PVC 8.0 J-73 J-71 False 412 P-19 0.06 -9.11 140.0 PVC 8.0 J-74 J-73 False 391 P-20 0.06 -10.14 140.0 PVC 8.0 J-76 J-74 False 258 P-21 0.05 7.28 140.0 PVC 8.0 J-77 J-76 False 67 P-22 0.03 4.22 140.0 PVC 8.0 J-78 J-77 False 410 P-23 0.21 -130.56 140.0 PVC 16.0 J-81 J-80 False 266 P-27 0.64 -225.17 140.0 PVC 12.0 J-82 J-81 False 86 P-28 0.67 237.35 140.0 PVC 12.0 J-82 Well 5 Eaglefield False 175 P-29 0.02 2.72 140.0 PVC 8.0 J-85 J-84 False 510 P-31 0.05 8.50 140.0 PVC 8.0 J-87 J-84 False 283 P-32 0.01 2.04 140.0 PVC 8.0 J-88 J-87 False 476 P-34 (N/A) (N/A) 140.0 PVC 8.0 J-90 J-89 False 562 P-36 (N/A) (N/A) 140.0 PVC 8.0 J-91 J-90 False 469 P-37 (N/A) (N/A) 140.0 PVC 8.0 J-92 J-90 False 159 P-38 0.00 0.00 140.0 PVC 8.0 J-93 J-92 False 129 P-39 0.01 2.04 140.0 PVC 8.0 J-94 J-95 False 475 P-41 0.05 -8.16 140.0 PVC 8.0 J-96 J-95 False 310 P-42 0.07 -10.20 140.0 PVC 8.0 J-97 J-96 False 464 P-43 0.08 -12.24 140.0 PVC 8.0 J-98 J-97 False 355 P-44 0.01 2.04 140.0 PVC 8.0 J-99 J-98 False 258 P-45 0.00 0.00 140.0 PVC 8.0 J-100 J-98 False 192 P-46 0.10 -16.33 140.0 PVC 8.0 J-101 J-98 False 110 P-47 0.12 -19.39 140.0 PVC 8.0 J-102 J-101 False 362 P-48 0.15 -22.79 140.0 PVC 8.0 J-103 J-102 False 506 P-49 0.03 4.76 140.0 PVC 8.0 J-104 J-103 False 46 P-50 0.02 3.40 140.0 PVC 8.0 J-105 J-104 False 433 P-51 0.19 -30.27 140.0 PVC 8.0 J-106 J-103 False 360 P-52 0.12 -18.77 140.0 PVC 8.0 J-107 J-76 False 198 P-54 Page 1 of 9 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 7/10/2015 Bentley WaterCAD V8i (SELECTseries 1) [08.11.01.32] Bentley Systems, Inc. Haestad Methods Solution Center Western System - Existing System.wtg EXHIBIT Q PAGE 20 OF 50 ---PAGE BREAK--- FlexTable: Pipe Table (Western System - Existing System.wtg) Current Time: 0.000 hours Velocity (ft/s) Flow (gpm) Hazen- Williams C Material Diameter (in) Stop Node Start Node Has User Defined Length? Length (ft) Label 0.07 43.87 140.0 PVC 16.0 J-108 J-106 False 877 P-56 0.07 43.87 140.0 PVC 16.0 J-109 J-108 False 169 P-57 0.05 30.89 140.0 PVC 16.0 J-110 J-109 False 296 P-58 0.04 28.17 140.0 PVC 16.0 J-111 J-110 False 235 P-59 0.02 15.64 140.0 PVC 16.0 J-112 J-111 False 476 P-60 0.06 9.47 140.0 PVC 8.0 J-113 J-111 False 246 P-61 0.01 1.03 140.0 PVC 8.0 J-115 J-114 False 203 P-63 0.02 2.65 140.0 PVC 8.0 J-115 J-122 False 213 P-64 0.01 1.64 140.0 PVC 8.0 J-117 J-115 False 246 P-65 0.01 1.30 140.0 PVC 8.0 J-118 J-117 False 519 P-66 0.02 -2.44 140.0 PVC 8.0 J-119 J-118 False 396 P-67 0.02 3.06 140.0 PVC 8.0 J-120 J-119 False 159 P-68 0.01 1.02 140.0 PVC 8.0 J-117 J-120 False 90 P-69 0.06 -9.58 140.0 PVC 8.0 J-121 J-119 False 296 P-70 0.07 -11.62 140.0 PVC 8.0 J-109 J-121 False 187 P-71 0.02 -2.65 140.0 PVC 8.0 J-124 J-122 False 13 P-73 0.00 0.00 140.0 PVC 8.0 J-123 J-124 False 178 P-74 0.02 -2.65 140.0 PVC 8.0 J-125 J-124 False 186 P-75 0.02 -2.65 140.0 PVC 8.0 J-126 J-125 False 289 P-76 0.00 0.00 140.0 PVC 8.0 J-128 J-127 False 267 P-78 0.49 121.01 100.0 Steel 10.0 PMP-Legacy Well 4 VT R-4 True 5 P-80 0.49 121.01 100.0 Steel 10.0 Well 4 Legacy PMP-Legacy Well 4 VT True 180 P-81 0.00 0.00 100.0 Steel 10.0 PMP- Eaglefield Well 5 VT R-5 True 5 P-82 0.00 0.00 100.0 Steel 10.0 Well 5 Eaglefield PMP- Eaglefield Well 5 VT True 90 P-83 0.00 0.00 140.0 PVC 6.0 H-110 J-110 True 14 P-84 0.00 0.00 140.0 PVC 6.0 H-121 J-121 False 13 P-85 0.00 0.00 140.0 PVC 6.0 H-120 J-120 False 11 P-86 0.00 0.00 140.0 PVC 6.0 H-114 J-114 False 11 P-87 0.00 0.00 140.0 PVC 6.0 H-113 J-113 False 12 P-88 0.00 0.00 140.0 PVC 6.0 H-128 J-128 False 15 P-89 0.00 0.00 140.0 PVC 6.0 H-126 J-126 False 24 P-90 0.00 0.00 140.0 PVC 6.0 H-125 J-125 False 13 P-91 0.00 0.00 140.0 PVC 6.0 H-122 J-122 False 15 P-92 0.00 0.00 140.0 PVC 6.0 H-118 J-118 False 10 P-93 0.00 0.00 140.0 PVC 6.0 H-104 J-104 False 15 P-94 0.00 0.00 140.0 PVC 6.0 H-105 J-105 False 28 P-95 0.00 0.00 140.0 PVC 6.0 H-102 J-102 False 32 P-96 0.00 0.00 140.0 PVC 6.0 H-101 J-101 False 20 P-97 0.00 0.00 140.0 PVC 6.0 H-97 J-97 False 17 P-98 0.00 0.00 140.0 PVC 6.0 H-96 J-96 False 21 P-99 0.01 -2.04 140.0 PVC 8.0 J-145 J-92 False 41 P-100 Page 2 of 9 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 7/10/2015 Bentley WaterCAD V8i (SELECTseries 1) [08.11.01.32] Bentley Systems, Inc. Haestad Methods Solution Center Western System - Existing System.wtg EXHIBIT Q PAGE 21 OF 50 ---PAGE BREAK--- FlexTable: Pipe Table (Western System - Existing System.wtg) Current Time: 0.000 hours Velocity (ft/s) Flow (gpm) Hazen- Williams C Material Diameter (in) Stop Node Start Node Has User Defined Length? Length (ft) Label 0.03 -4.08 140.0 PVC 8.0 J-95 J-145 False 142 P-101 0.00 0.00 140.0 PVC 6.0 H-145 J-145 False 33 P-102 0.00 0.00 140.0 PVC 6.0 H-89 J-89 False 12 P-103 0.03 4.76 140.0 PVC 8.0 J-148 J-87 False 51 P-104 0.02 2.38 140.0 PVC 8.0 J-89 J-148 False 423 P-105 0.00 0.00 140.0 PVC 6.0 H-148 J-148 False 12 P-106 0.00 0.00 140.0 PVC 6.0 H-80 J-80 False 18 P-108 0.00 0.00 140.0 PVC 6.0 H-64 J-64 False 11 P-109 0.00 0.00 140.0 PVC 6.0 H-67 J-67 False 17 P-110 0.00 0.00 140.0 PVC 6.0 H-69 J-69 False 17 P-111 0.00 0.00 140.0 PVC 6.0 H-70 J-70 False 15 P-112 0.00 0.00 140.0 PVC 6.0 H-73 J-73 False 15 P-113 0.00 0.00 140.0 PVC 6.0 H-74 J-74 False 14 P-114 0.15 -93.59 140.0 PVC 16.0 J-158 J-107 False 20 P-115 0.15 -93.59 140.0 PVC 16.0 J-81 J-158 False 603 P-116 0.00 0.00 140.0 PVC 6.0 H-158 J-158 False 64 P-117 0.00 0.00 140.0 PVC 6.0 H-77 J-77 False 15 P-118 0.00 0.00 140.0 PVC 6.0 H-78 J-78 False 13 P-119 0.00 0.00 140.0 PVC 6.0 H-62 J-62 False 12 P-120 0.00 0.00 140.0 PVC 6.0 H-57 J-57 False 12 P-121 0.00 0.00 140.0 PVC 6.0 H-59 J-59 False 18 P-122 0.00 0.00 140.0 PVC 6.0 H-60 J-60 False 12 P-123 0.00 0.00 140.0 PVC 6.0 H-281 J-281 False 25 P-125 0.00 0.00 140.0 PVC 6.0 H-279 J-279 False 22 P-126 0.00 0.00 140.0 PVC 6.0 H-272 J-272 False 45 P-127 0.00 0.00 140.0 PVC 6.0 H-270 J-270 False 30 P-128 0.00 0.00 140.0 PVC 6.0 H-269 J-269 False 58 P-129 0.00 0.00 140.0 PVC 6.0 H-268 J-268 False 45 P-130 0.00 0.00 140.0 PVC 6.0 H-266 J-266 False 23 P-131 0.00 0.00 140.0 PVC 6.0 H-277 J-277 False 43 P-132 0.00 0.00 140.0 PVC 6.0 H-274 J-274 False 25 P-133 0.00 0.00 140.0 PVC 6.0 H-276 J-276 False 43 P-134 0.00 0.00 140.0 PVC 6.0 H-261 J-261 False 21 P-135 0.00 0.00 140.0 PVC 6.0 H-255 J-255 False 24 P-136 0.00 0.00 140.0 PVC 6.0 H-251 J-251 False 22 P-137 0.00 0.00 140.0 PVC 6.0 H-247 J-247 False 75 P-138 0.00 0.00 140.0 PVC 6.0 H-237 J-237 False 35 P-139 0.00 0.00 140.0 PVC 6.0 H-235 J-235 False 23 P-140 0.00 0.00 140.0 PVC 6.0 H-234 J-234 False 94 P-141 0.00 0.00 140.0 PVC 6.0 H-232 J-232 False 50 P-142 0.00 0.00 140.0 PVC 6.0 H-239 J-239 False 66 P-143 0.00 0.00 140.0 PVC 6.0 H-241 J-241 False 19 P-144 0.00 0.00 140.0 PVC 6.0 H-244 J-244 False 21 P-145 (N/A) (N/A) 140.0 PVC 16.0 J-189 J-188 False 1,300 P-147 (N/A) (N/A) 140.0 PVC 16.0 J-190 J-189 False 3,976 P-148 (N/A) (N/A) 140.0 PVC 16.0 J-250 J-191 False 1,727 P-150 Page 3 of 9 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 7/10/2015 Bentley WaterCAD V8i (SELECTseries 1) [08.11.01.32] Bentley Systems, Inc. Haestad Methods Solution Center Western System - Existing System.wtg EXHIBIT Q PAGE 22 OF 50 ---PAGE BREAK--- FlexTable: Pipe Table (Western System - Existing System.wtg) Current Time: 0.000 hours Velocity (ft/s) Flow (gpm) Hazen- Williams C Material Diameter (in) Stop Node Start Node Has User Defined Length? Length (ft) Label 0.08 12.17 140.0 PVC 8.0 J-84 J-82 False 129 P-151 0.12 -74.48 140.0 PVC 16.0 J-310 J-106 False 425 P-153 0.12 -74.48 140.0 PVC 16.0 J-107 J-310 False 41 P-154 0.06 9.47 140.0 PVC 8.0 J-192 J-113 False 76 P-155 0.03 4.43 140.0 PVC 8.0 J-114 J-192 False 448 P-156 0.02 -2.65 140.0 PVC 8.0 J-193 J-126 False 59 P-157 0.00 0.00 140.0 PVC 8.0 J-127 J-193 False 145 P-158 0.02 2.65 140.0 PVC 8.0 J-193 J-192 False 434 P-159 0.04 13.60 140.0 PVC 12.0 J-194 J-112 False 533 P-160 0.03 10.20 140.0 PVC 12.0 J-195 J-194 False 532 P-161 0.00 0.00 140.0 PVC 6.0 H-198 J-198 False 18 P-165 0.00 0.00 130.0 Ductile Iron 6.0 Well 5 Eaglefield PMP- Eaglefield Booster 3 True 10 P-188 0.00 0.00 130.0 Ductile Iron 6.0 Well 4 Legacy PMP-Legacy Booster 3 True 10 P-190 0.00 0.00 130.0 Ductile Iron 6.0 PMP-Legacy Booster 3 R-4 Artesian True 10 P-192 0.00 0.00 130.0 Ductile Iron 6.0 Well 4 Legacy PMP-Legacy Booster 2 True 10 P-193 0.00 0.00 130.0 Ductile Iron 6.0 Well 4 Legacy PMP-Legacy Booster 1 True 10 P-194 0.00 0.00 130.0 Ductile Iron 6.0 PMP-Legacy Booster 2 R-4 Artesian True 10 P-195 0.00 0.00 130.0 Ductile Iron 6.0 PMP-Legacy Booster 1 R-4 Artesian True 10 P-196 0.00 0.00 130.0 Ductile Iron 6.0 PMP- Eaglefield Booster 3 R-5 Artesian True 10 P-197 1.33 117.19 130.0 Ductile Iron 6.0 PMP- Eaglefield Booster 2 R-5 Artesian True 10 P-198 1.36 120.15 130.0 Ductile Iron 6.0 PMP- Eaglefield Booster 1 R-5 Artesian True 10 P-199 1.33 117.19 130.0 Ductile Iron 6.0 Well 5 Eaglefield PMP- Eaglefield Booster 2 True 10 P-200 1.36 120.15 130.0 Ductile Iron 6.0 Well 5 Eaglefield PMP- Eaglefield Booster 1 True 10 P-201 0.01 -1.36 140.0 PVC 8.0 J-232 J-231 False 113 P-269 0.02 -2.72 140.0 PVC 8.0 J-233 J-232 False 275 P-270 0.02 2.72 140.0 PVC 8.0 J-234 J-233 False 283 P-271 0.05 -7.14 140.0 PVC 8.0 J-235 J-233 False 127 P-272 0.05 -7.82 140.0 PVC 8.0 J-236 J-235 False 222 P-273 0.09 14.41 140.0 PVC 8.0 J-237 J-236 False 129 P-274 0.08 13.05 140.0 PVC 8.0 J-238 J-237 False 52 P-275 Page 4 of 9 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 7/10/2015 Bentley WaterCAD V8i (SELECTseries 1) [08.11.01.32] Bentley Systems, Inc. Haestad Methods Solution Center Western System - Existing System.wtg EXHIBIT Q PAGE 23 OF 50 ---PAGE BREAK--- FlexTable: Pipe Table (Western System - Existing System.wtg) Current Time: 0.000 hours Velocity (ft/s) Flow (gpm) Hazen- Williams C Material Diameter (in) Stop Node Start Node Has User Defined Length? Length (ft) Label 0.02 2.38 140.0 PVC 8.0 J-239 J-238 False 188 P-276 0.06 8.63 140.0 PVC 8.0 J-240 J-238 False 393 P-277 0.02 2.72 140.0 PVC 8.0 J-241 J-240 False 40 P-278 0.01 1.70 140.0 PVC 8.0 J-242 J-241 False 158 P-279 0.11 17.34 140.0 PVC 8.0 J-243 J-240 False 381 P-280 0.09 -13.82 140.0 PVC 8.0 J-244 J-240 False 321 P-281 0.12 -18.58 140.0 PVC 8.0 J-245 J-244 False 429 P-282 0.16 24.61 140.0 PVC 8.0 J-246 J-245 False 47 P-283 0.01 2.04 140.0 PVC 8.0 J-247 J-246 False 40 P-284 0.14 22.57 140.0 PVC 8.0 J-236 J-246 False 232 P-285 0.29 -45.57 140.0 PVC 8.0 J-248 J-245 False 192 P-286 0.04 26.33 140.0 PVC 16.0 J-249 J-248 False 444 P-287 0.00 0.00 140.0 PVC 16.0 J-250 J-249 False 417 P-288 0.17 26.33 140.0 PVC 8.0 J-251 J-249 False 570 P-289 0.16 24.63 140.0 PVC 8.0 J-252 J-251 False 437 P-290 0.11 -71.90 140.0 PVC 16.0 J-253 J-248 False 1,293 P-291 0.10 36.96 140.0 PVC 12.0 J-254 J-253 False 839 P-292 0.10 35.94 140.0 PVC 12.0 J-255 J-254 False 295 P-293 0.10 33.90 140.0 PVC 12.0 J-256 J-255 False 293 P-294 0.30 106.96 140.0 PVC 12.0 J-257 J-256 False 301 P-295 0.30 104.92 140.0 PVC 12.0 J-258 J-257 False 530 P-296 0.15 53.19 140.0 PVC 12.0 J-259 J-258 False 338 P-297 0.21 -74.42 140.0 PVC 12.0 J-260 J-256 False 343 P-298 0.26 -90.15 140.0 PVC 12.0 J-261 J-260 False 41 P-299 0.26 -90.83 140.0 PVC 12.0 J-262 J-261 False 114 P-300 0.34 121.01 140.0 PVC 12.0 J-262 Well 4 Legacy False 135 P-301 0.18 28.82 140.0 PVC 8.0 J-264 J-262 False 280 P-302 0.06 8.84 140.0 PVC 8.0 J-265 J-264 False 298 P-303 0.02 2.72 140.0 PVC 8.0 J-266 J-265 False 209 P-304 0.01 1.36 140.0 PVC 8.0 J-267 J-266 False 185 P-305 0.03 5.10 140.0 PVC 8.0 J-268 J-265 False 240 P-306 0.02 2.72 140.0 PVC 8.0 J-269 J-268 False 416 P-307 0.03 4.42 140.0 PVC 8.0 J-270 J-264 False 531 P-308 0.01 1.70 140.0 PVC 8.0 J-271 J-270 False 97 P-309 0.08 12.84 140.0 PVC 8.0 J-272 J-264 False 70 P-310 0.08 11.82 140.0 PVC 8.0 J-273 J-272 False 133 P-311 0.01 2.30 140.0 PVC 8.0 J-274 J-273 False 345 P-312 0.01 -1.10 140.0 PVC 8.0 J-275 J-274 False 46 P-313 0.05 -8.24 140.0 PVC 8.0 J-276 J-275 False 448 P-314 0.08 -13.00 140.0 PVC 8.0 J-260 J-276 False 439 P-315 0.03 4.76 140.0 PVC 8.0 J-277 J-275 False 296 P-316 0.01 2.04 140.0 PVC 8.0 J-278 J-277 False 116 P-317 0.05 8.16 140.0 PVC 8.0 J-279 J-273 False 278 P-318 0.03 5.44 140.0 PVC 8.0 J-280 J-279 False 315 P-319 0.02 2.72 140.0 PVC 8.0 J-281 J-280 False 143 P-320 0.01 2.04 140.0 PVC 8.0 J-282 J-281 False 127 P-321 Page 5 of 9 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 7/10/2015 Bentley WaterCAD V8i (SELECTseries 1) [08.11.01.32] Bentley Systems, Inc. Haestad Methods Solution Center Western System - Existing System.wtg EXHIBIT Q PAGE 24 OF 50 ---PAGE BREAK--- FlexTable: Pipe Table (Western System - Existing System.wtg) Current Time: 0.000 hours Velocity (ft/s) Flow (gpm) Hazen- Williams C Material Diameter (in) Stop Node Start Node Has User Defined Length? Length (ft) Label 0.17 -108.86 140.0 PVC 16.0 J-283 J-253 False 161 P-322 0.15 51.73 140.0 PVC 12.0 J-284 J-258 False 358 P-323 0.10 -16.13 140.0 PVC 8.0 J-285 J-284 False 152 P-324 0.11 -17.49 140.0 PVC 8.0 J-286 J-285 False 393 P-325 0.12 -18.85 140.0 PVC 8.0 J-287 J-286 False 396 P-326 0.14 -22.59 140.0 PVC 8.0 J-252 J-287 False 435 P-327 0.19 67.85 140.0 PVC 12.0 J-288 J-284 False 234 P-328 0.19 65.81 140.0 PVC 12.0 J-289 J-288 False 354 P-329 0.18 63.43 140.0 PVC 12.0 J-290 J-289 False 303 P-330 0.18 62.07 140.0 PVC 12.0 J-291 J-290 False 56 P-331 0.19 65.96 140.0 PVC 12.0 J-292 J-291 False 474 P-332 0.03 -5.25 140.0 PVC 8.0 J-293 J-291 False 328 P-333 0.05 -7.29 140.0 PVC 8.0 J-294 J-293 False 369 P-334 (N/A) (N/A) 140.0 PVC 16.0 J-296 J-298 False 1,984 P-343 (N/A) (N/A) 140.0 PVC 16.0 J-300 J-188 False 1,040 P-347 (N/A) (N/A) 140.0 PVC 16.0 J-298 J-300 False 936 P-348 (N/A) (N/A) 140.0 PVC 8.0 J-301 J-299 False 1,166 P-349 0.01 6.80 140.0 PVC 16.0 J-302 J-299 False 1,222 P-350 (N/A) (N/A) 140.0 PVC 16.0 J-296 J-302 False 1,177 P-351 0.03 20.40 140.0 PVC 16.0 J-303 J-191 False 1,024 P-352 0.16 55.08 140.0 PVC 12.0 J-304 J-292 False 306 P-354 (N/A) (N/A) 140.0 PVC 16.0 J-305 J-190 False 855 P-357 (N/A) (N/A) 140.0 PVC 16.0 J-295 J-305 False 1,358 P-358 0.06 8.65 140.0 PVC 8.0 J-294 J-306 False 692 P-361 (N/A) (N/A) 140.0 PVC 12.0 J-295 J-307 False 420 P-363 0.01 1.70 140.0 PVC 8.0 J-198 J-195 False 104 P-364 0.01 5.10 140.0 PVC 12.0 J-308 J-195 False 667 P-365 0.00 1.70 140.0 PVC 12.0 J-309 J-308 False 576 P-366 0.04 6.46 140.0 PVC 8.0 J-312 J-72 False 319 P-367 0.01 1.36 140.0 PVC 8.0 J-313 J-312 False 212 P-368 0.02 3.74 140.0 PVC 8.0 J-314 J-312 False 231 P-369 0.01 2.04 140.0 PVC 8.0 J-315 J-314 False 474 P-370 0.00 0.68 140.0 PVC 8.0 J-316 J-315 False 311 P-371 0.19 -120.60 140.0 PVC 16.0 J-317 J-65 False 248 P-372 0.21 -128.52 140.0 PVC 16.0 J-80 J-317 False 228 P-373 0.02 2.52 140.0 PVC 8.0 J-318 J-78 False 342 P-374 0.05 7.92 140.0 PVC 8.0 J-318 J-317 False 278 P-376 0.05 -8.06 140.0 PVC 8.0 J-319 J-68 False 179 P-377 0.02 2.38 140.0 PVC 8.0 J-79 J-319 False 307 P-378 0.07 10.44 140.0 PVC 8.0 J-319 J-318 False 484 P-379 0.07 10.20 140.0 PVC 8.0 J-321 J-320 False 201 P-381 0.07 10.20 140.0 PVC 8.0 J-322 J-321 False 136 P-382 0.02 3.40 140.0 PVC 8.0 J-323 J-322 False 326 P-383 0.02 3.40 140.0 PVC 8.0 J-324 J-322 False 626 P-384 0.15 53.19 140.0 PVC 12.0 J-326 J-259 False 428 P-389 0.14 48.77 140.0 PVC 12.0 J-327 J-326 False 324 P-391 Page 6 of 9 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 7/10/2015 Bentley WaterCAD V8i (SELECTseries 1) [08.11.01.32] Bentley Systems, Inc. Haestad Methods Solution Center Western System - Existing System.wtg EXHIBIT Q PAGE 25 OF 50 ---PAGE BREAK--- FlexTable: Pipe Table (Western System - Existing System.wtg) Current Time: 0.000 hours Velocity (ft/s) Flow (gpm) Hazen- Williams C Material Diameter (in) Stop Node Start Node Has User Defined Length? Length (ft) Label 0.13 45.71 140.0 PVC 12.0 J-328 J-327 False 250 P-393 0.12 44.01 140.0 PVC 12.0 J-306 J-328 False 318 P-394 0.09 30.26 140.0 PVC 12.0 J-329 J-306 False 529 P-395 0.02 6.80 140.0 PVC 12.0 J-330 J-329 False 416 P-397 (N/A) (N/A) 140.0 PVC 12.0 J-307 J-330 False 2,029 P-398 0.02 2.72 140.0 PVC 8.0 J-331 J-326 False 405 P-399 0.02 3.06 140.0 PVC 8.0 J-332 J-327 False 209 P-400 0.01 1.36 140.0 PVC 8.0 J-333 J-328 False 74 P-401 0.02 6.80 140.0 PVC 12.0 J-334 J-304 False 1,116 P-402 (N/A) (N/A) 140.0 PVC 12.0 J-305 J-334 False 2,305 P-403 0.02 3.74 140.0 PVC 8.0 J-335 J-292 False 611 P-404 0.02 3.40 140.0 PVC 8.0 J-336 J-292 False 492 P-405 (N/A) (N/A) 140.0 PVC 12.0 J-295 Well 6 False 213 P-406 (N/A) (N/A) 100.0 Steel 10.0 Well 6 PMP-Well 6 VT True 90 P-407 (N/A) (N/A) 100.0 Steel 10.0 PMP-Well 6 VT R-6 True 5 P-408 (N/A) (N/A) 140.0 PVC 12.0 J-340 J-334 False 2,147 P-410 (N/A) (N/A) 140.0 PVC 12.0 J-300 J-340 False 2,683 P-411 (N/A) (N/A) 140.0 PVC 12.0 J-341 J-296 False 2,638 P-412 (N/A) (N/A) 140.0 PVC 12.0 J-342 J-341 False 2,615 P-413 (N/A) (N/A) 140.0 PVC 12.0 J-343 J-296 False 2,305 P-414 (N/A) (N/A) 140.0 PVC 12.0 J-344 J-343 False 2,770 P-415 (N/A) (N/A) 140.0 PVC 12.0 J-345 J-344 False 723 P-416 (N/A) (N/A) 140.0 PVC 12.0 J-344 J-341 False 2,628 P-417 (N/A) (N/A) 140.0 PVC 20.0 J-365 T-1 West Res. False 3,618 P-418 (N/A) (N/A) 140.0 PVC 20.0 J-188 J-365 False 2,643 P-419 (N/A) (N/A) 140.0 PVC 12.0 J-347 J-365 False 5,824 P-420 (N/A) (N/A) 140.0 PVC 12.0 J-348 J-347 False 2,379 P-421 (N/A) (N/A) 140.0 PVC 12.0 J-189 J-348 False 3,922 P-422 (N/A) (N/A) 140.0 PVC 12.0 J-349 J-190 False 3,968 P-423 (N/A) (N/A) 140.0 PVC 12.0 J-348 J-349 False 4,035 P-424 (N/A) (N/A) 140.0 PVC 12.0 J-350 J-309 False 2,447 P-425 (N/A) (N/A) 140.0 PVC 12.0 J-351 J-350 False 303 P-426 (N/A) (N/A) 140.0 PVC 12.0 J-352 J-350 False 5,225 P-427 (N/A) (N/A) 140.0 PVC 12.0 J-353 J-352 False 870 P-428 (N/A) (N/A) 140.0 PVC 12.0 J-354 J-352 False 133 P-429 (N/A) (N/A) 140.0 PVC 12.0 J-355 J-354 False 3,768 P-430 (N/A) (N/A) 140.0 PVC 12.0 J-307 J-355 False 275 P-431 (N/A) (N/A) 140.0 PVC 12.0 PRV-4 J-349 False 1,364 P-432 (N/A) (N/A) 140.0 PVC 12.0 J-357 PRV-4 False 1,511 P-433 (N/A) (N/A) 140.0 PVC 12.0 J-358 J-357 False 3,745 P-435 (N/A) (N/A) 140.0 PVC 12.0 PRV-2 J-358 False 3,802 P-436 (N/A) (N/A) 140.0 PVC 12.0 J-354 PRV-2 False 184 P-437 (N/A) (N/A) 140.0 PVC 12.0 PRV-1 J-353 False 196 P-438 (N/A) (N/A) 140.0 PVC 12.0 J-361 PRV-1 False 84 P-439 Page 7 of 9 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 7/10/2015 Bentley WaterCAD V8i (SELECTseries 1) [08.11.01.32] Bentley Systems, Inc. Haestad Methods Solution Center Western System - Existing System.wtg EXHIBIT Q PAGE 26 OF 50 ---PAGE BREAK--- FlexTable: Pipe Table (Western System - Existing System.wtg) Current Time: 0.000 hours Velocity (ft/s) Flow (gpm) Hazen- Williams C Material Diameter (in) Stop Node Start Node Has User Defined Length? Length (ft) Label (N/A) (N/A) 140.0 PVC 12.0 PRV-3 J-357 False 3,785 P-440 (N/A) (N/A) 140.0 PVC 12.0 J-355 PRV-3 False 190 P-441 (N/A) (N/A) 140.0 PVC 12.0 PMP-Zone 2 Booster J-365 False 162 P-442 (N/A) (N/A) 140.0 PVC 12.0 J-363 J-362 False 913 P-444 (N/A) (N/A) 140.0 PVC 12.0 J-364 J-363 False 3,334 P-445 (N/A) (N/A) 140.0 PVC 12.0 J-365 PMP-Zone 2 Booster False 27 P-446 (N/A) (N/A) 140.0 PVC 12.0 J-362 J-365 False 479 P-447 (N/A) (N/A) 140.0 PVC 12.0 J-366 J-362 False 1,303 P-448 (N/A) (N/A) 140.0 PVC 12.0 J-367 J-366 False 1,795 P-449 (N/A) (N/A) 140.0 PVC 12.0 J-368 J-367 False 1,973 P-450 (N/A) (N/A) 140.0 PVC 12.0 J-369 J-368 False 2,648 P-451 (N/A) (N/A) 140.0 PVC 12.0 J-370 J-369 False 1,028 P-452 (N/A) (N/A) 140.0 PVC 12.0 PRV-6 J-370 False 59 P-454 (N/A) (N/A) 140.0 PVC 12.0 J-345 PRV-6 False 61 P-455 (N/A) (N/A) 140.0 PVC 12.0 J-371 J-366 False 1,327 P-456 (N/A) (N/A) 140.0 PVC 12.0 J-372 J-371 False 1,262 P-457 (N/A) (N/A) 140.0 PVC 12.0 PRV-5 J-372 False 28 P-459 (N/A) (N/A) 140.0 PVC 12.0 J-298 PRV-5 False 24 P-460 0.15 23.46 140.0 PVC 8.0 J-373 J-329 False 238 P-461 0.07 10.93 140.0 PVC 8.0 J-374 J-373 False 198 P-462 0.05 7.87 140.0 PVC 8.0 H-44 J-374 False 228 P-463 0.05 7.87 140.0 PVC 8.0 J-376 H-44 False 188 P-464 0.03 4.47 140.0 PVC 8.0 H-45 J-376 False 260 P-465 0.03 4.47 140.0 PVC 8.0 J-378 H-45 False 98 P-466 0.00 0.39 140.0 PVC 8.0 H-46 J-378 False 296 P-467 0.00 0.39 140.0 PVC 8.0 J-380 H-46 False 121 P-468 0.02 -3.69 140.0 PVC 8.0 H-47 J-380 False 243 P-469 0.02 -3.69 140.0 PVC 8.0 J-382 H-47 False 156 P-470 0.00 0.00 140.0 PVC 8.0 J-383 J-382 False 160 P-471 0.05 -7.09 140.0 PVC 8.0 H-48 J-382 False 307 P-472 0.05 -7.09 140.0 PVC 8.0 J-385 H-48 False 88 P-473 0.07 -11.17 140.0 PVC 8.0 H-49 J-385 False 204 P-474 0.07 -11.17 140.0 PVC 8.0 J-373 H-49 False 49 P-475 0.13 21.08 140.0 PVC 8.0 H-50 J-304 False 152 P-476 0.13 21.08 140.0 PVC 8.0 J-297 H-50 False 769 P-477 0.11 17.68 140.0 PVC 8.0 J-387 J-297 False 212 P-478 0.05 8.12 140.0 PVC 8.0 H-51 J-387 False 281 P-479 0.05 8.12 140.0 PVC 8.0 J-389 H-51 False 36 P-480 0.00 0.00 140.0 PVC 8.0 J-390 J-389 False 138 P-481 0.04 6.08 140.0 PVC 8.0 J-391 J-389 False 246 P-482 0.03 4.38 140.0 PVC 8.0 H-52 J-391 False 70 P-483 0.03 4.38 140.0 PVC 8.0 J-393 H-52 False 253 P-484 0.02 2.38 140.0 PVC 8.0 H-53 J-393 False 36 P-485 0.02 2.38 140.0 PVC 8.0 J-395 H-53 False 190 P-486 Page 8 of 9 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 7/10/2015 Bentley WaterCAD V8i (SELECTseries 1) [08.11.01.32] Bentley Systems, Inc. Haestad Methods Solution Center Western System - Existing System.wtg EXHIBIT Q PAGE 27 OF 50 ---PAGE BREAK--- FlexTable: Pipe Table (Western System - Existing System.wtg) Current Time: 0.000 hours Velocity (ft/s) Flow (gpm) Hazen- Williams C Material Diameter (in) Stop Node Start Node Has User Defined Length? Length (ft) Label 0.00 -0.05 140.0 PVC 8.0 H-54 J-393 False 285 P-487 0.00 -0.05 140.0 PVC 8.0 J-397 H-54 False 43 P-488 0.02 -3.11 140.0 PVC 8.0 H-55 J-397 False 284 P-489 0.02 -3.11 140.0 PVC 8.0 J-399 H-55 False 233 P-490 0.04 -6.85 140.0 PVC 8.0 H-56 J-399 False 209 P-491 0.04 -6.85 140.0 PVC 8.0 H-57 H-56 False 370 P-492 0.04 -6.85 140.0 PVC 8.0 J-387 H-57 False 73 P-493 0.02 2.72 140.0 PVC 8.0 J-402 J-243 False 205 P-494 0.00 0.00 140.0 PVC 6.0 H-58 J-402 False 20 P-495 0.02 2.72 140.0 PVC 8.0 J-404 J-320 False 216 P-496 0.00 0.00 140.0 PVC 6.0 H-59 J-404 False 16 P-497 0.09 13.60 140.0 PVC 8.0 H-60 J-243 False 107 P-498 0.09 13.60 140.0 PVC 8.0 J-320 H-60 False 160 P-499 0.02 13.60 140.0 PVC 16.0 J-299 J-406 False 523 P-501 0.03 20.40 140.0 PVC 16.0 J-407 J-303 False 561 P-502 0.03 20.40 140.0 PVC 16.0 J-406 J-407 False 377 P-503 0.08 -27.20 140.0 PVC 12.0 J-408 J-191 False 1,126 P-504 0.08 -27.20 140.0 PVC 12.0 J-304 J-408 False 643 P-505 (N/A) (N/A) 140.0 PVC 8.0 J-409 J-408 False 552 P-506 (N/A) (N/A) 140.0 PVC 8.0 J-410 J-409 False 680 P-507 (N/A) (N/A) 140.0 PVC 8.0 J-411 J-410 False 419 P-508 (N/A) (N/A) 140.0 PVC 8.0 J-412 J-411 False 284 P-509 (N/A) (N/A) 140.0 PVC 8.0 J-413 J-412 False 365 P-511 (N/A) (N/A) 140.0 PVC 8.0 J-407 J-413 False 208 P-512 (N/A) (N/A) 140.0 PVC 8.0 J-414 J-413 False 565 P-513 (N/A) (N/A) 140.0 PVC 8.0 J-303 J-414 False 211 P-514 (N/A) (N/A) 140.0 PVC 8.0 J-415 J-414 False 664 P-515 (N/A) (N/A) 140.0 PVC 8.0 J-416 J-415 False 698 P-516 (N/A) (N/A) 140.0 PVC 8.0 J-414 J-416 False 292 P-517 (N/A) (N/A) 140.0 PVC 8.0 J-411 J-416 False 637 P-518 (N/A) (N/A) 140.0 PVC 8.0 J-409 J-416 False 772 P-519 Page 9 of 9 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 7/10/2015 Bentley WaterCAD V8i (SELECTseries 1) [08.11.01.32] Bentley Systems, Inc. Haestad Methods Solution Center Western System - Existing System.wtg EXHIBIT Q PAGE 28 OF 50 ---PAGE BREAK--- FlexTable: Pump Table (Western System - Existing System.wtg) Current Time: 0.000 hours Pressure (Discharge) (psi) Pump Head (ft) Flow (Total) (gpm) Status (Initial) Pump Definition Label 58.9 136.08 120.15 On Pump Definition - Eaglefield Booster 1 PMP-Eaglefield Booster 1 58.9 136.08 117.19 On Pump Definition - Eaglefield Booster 2 PMP-Eaglefield Booster 2 58.9 0.00 0.00 Off Pump Definition - Eaglefield Booster 3 PMP-Eaglefield Booster 3 58.9 0.00 0.00 Off Pump Definition - Well 5 Vertical Turbine PMP-Eaglefield Well 5 VT 60.1 0.00 0.00 Off Pump Definition - Legacy Booster 1 PMP-Legacy Booster 1 60.1 0.00 0.00 Off Pump Definition - Legacy Booster 2 PMP-Legacy Booster 2 60.1 0.00 0.00 Off Pump Definition - Legacy Booster 3 PMP-Legacy Booster 3 60.2 157.04 121.01 On Pump Definition - Well 4 Vertical Turbine PMP-Legacy Well 4 VT (N/A) (N/A) (N/A) On Pump Definition - Well 6 Vertical Turbine PMP-Well 6 VT (N/A) (N/A) (N/A) On Pump Definition - Zone 2 Booster PMP-Zone 2 Booster Hydraulic Grade (Discharge) (ft) Hydraulic Grade (Suction) (ft) Elevation (ft) 2,652.1 2,516.0 2,516.0 2,652.1 2,516.0 2,516.0 2,652.1 2,516.0 2,516.0 2,652.1 2,498.0 2,516.0 2,652.0 2,513.0 2,513.0 2,652.0 2,513.0 2,513.0 2,652.0 2,513.0 2,513.0 2,652.0 2,495.0 2,513.0 (N/A) (N/A) 2,502.0 (N/A) (N/A) 2,580.0 Page 1 of 1 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 7/10/2015 Bentley WaterCAD V8i (SELECTseries 1) [08.11.01.32] Bentley Systems, Inc. Haestad Methods Solution Center Western System - Existing System.wtg EXHIBIT Q PAGE 29 OF 50 ---PAGE BREAK--- MODEL OUTPUT NEW 2685 HGL EXHIBIT Q PAGE 30 OF 50 ---PAGE BREAK--- FlexTable: Pump Table (Western System - Existing System.wtg) Current Time: 0.000 hours Pressure (Discharge) (psi) Pump Head (ft) Flow (Total) (gpm) Status (Initial) Pump Definition Label 73.1 168.96 113.17 On Pump Definition - New Eaglefield Booster 1 PMP-Eaglefield Booster 1 73.1 168.99 173.62 On Pump Definition - New Eaglefield Booster 2 PMP-Eaglefield Booster 2 73.1 0.00 0.00 Off Pump Definition - New Eaglefield Booster 3 PMP-Eaglefield Booster 3 73.1 0.00 0.00 Off Pump Definition - Well 5 Vertical Turbine PMP-Eaglefield Well 5 VT 74.4 0.00 0.00 Off Pump Definition - Legacy Booster 1 PMP-Legacy Booster 1 74.4 0.00 0.00 Off Pump Definition - Legacy Booster 2 PMP-Legacy Booster 2 74.4 0.00 0.00 Off Pump Definition - Legacy Booster 3 PMP-Legacy Booster 3 74.5 190.23 325.34 On Pump Definition - Well 4 Vertical Turbine PMP-Legacy Well 4 VT (N/A) (N/A) (N/A) On Pump Definition - Well 6 Vertical Turbine PMP-Well 6 VT (N/A) (N/A) (N/A) On Pump Definition - Zone 2 Booster PMP-Zone 2 Booster Hydraulic Grade (Discharge) (ft) Hydraulic Grade (Suction) (ft) Elevation (ft) 2,684.9 2,516.0 2,516.0 2,685.0 2,516.0 2,516.0 2,684.9 2,516.0 2,516.0 2,684.9 2,498.0 2,516.0 2,685.0 2,513.0 2,513.0 2,685.0 2,513.0 2,513.0 2,685.0 2,513.0 2,513.0 2,685.2 2,495.0 2,513.0 (N/A) (N/A) 2,502.0 (N/A) (N/A) 2,580.0 Page 1 of 1 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 7/10/2015 Bentley WaterCAD V8i (SELECTseries 1) [08.11.01.32] Bentley Systems, Inc. Haestad Methods Solution Center Western System - Existing System.wtg EXHIBIT Q PAGE 31 OF 50 ---PAGE BREAK--- MODEL OUTPUT FUTURE IMPROVEMENTS EXHIBIT Q PAGE 32 OF 50 ---PAGE BREAK--- FlexTable: Junction Table (Western System - Future Improvements.wtg) Current Time: 0.000 hours Pressure (psi) Hydraulic Grade (ft) Demand (gpm) Zone Elevation (ft) Label 44.5 2,684.9 11.62 Zone - 1 2,582.0 J-300 44.6 2,605.0 11.62 Zone - 0 2,502.0 J-361 45.4 2,684.9 11.62 Zone - 1 2,580.0 J-345 45.4 2,684.9 11.62 Zone - 1 2,580.0 J-343 45.4 2,684.9 11.62 Zone - 1 2,580.0 J-298 45.4 2,684.9 11.62 Zone - 1 2,580.0 J-347 45.4 2,685.0 11.62 Zone - 1 2,580.0 J-365 46.7 2,684.9 11.62 Zone - 1 2,577.0 J-342 47.1 2,684.9 11.62 Zone - 1 2,576.0 J-188 48.5 2,605.0 11.62 Zone - 0 2,493.0 J-358 49.3 2,605.0 11.62 Zone - 0 2,491.0 J-357 51.4 2,684.9 11.62 Zone - 1 2,566.0 J-341 51.4 2,684.9 11.62 Zone - 1 2,566.0 J-344 51.9 2,684.9 11.62 Zone - 1 2,565.0 J-189 53.2 2,684.9 11.62 Zone - 1 2,562.0 J-348 54.0 2,684.9 11.62 Zone - 1 2,560.0 J-296 58.4 2,684.9 11.62 Zone - 1 2,550.0 J-340 59.2 2,684.9 11.62 Zone - 1 2,548.0 J-302 60.5 2,684.9 11.62 Zone - 1 2,545.0 J-417 61.8 2,684.9 11.62 Zone - 1 2,542.0 J-301 62.7 2,684.9 11.62 Zone - 1 2,540.0 J-299 63.1 2,684.9 11.62 Zone - 1 2,539.0 J-406 63.6 2,684.9 8.71 Zone - 1 2,538.0 J-412 63.6 2,684.9 0.00 Zone - 1 2,538.0 J-407 64.0 2,684.9 8.71 Zone - 1 2,537.0 J-413 64.4 2,684.9 0.00 Zone - 1 2,536.0 J-390 64.4 2,684.9 0.00 Zone - 1 2,536.0 J-303 64.9 2,684.9 2.90 Zone - 1 2,535.0 J-391 64.9 2,684.9 3.48 Zone - 1 2,535.0 J-389 64.9 2,684.9 4.65 Zone - 1 2,535.0 J-387 64.9 2,684.9 5.81 Zone - 1 2,535.0 J-297 64.9 2,684.9 8.71 Zone - 1 2,535.0 J-410 64.9 2,684.9 8.71 Zone - 1 2,535.0 J-411 64.9 2,764.9 11.62 Zone - 2 2,615.0 J-367 65.7 2,684.9 8.71 Zone - 1 2,533.0 J-414 65.7 2,684.9 8.71 Zone - 1 2,533.0 J-409 66.2 2,684.9 4.07 Zone - 1 2,532.0 J-395 66.2 2,684.9 8.71 Zone - 1 2,532.0 J-416 66.4 2,684.9 2.32 Zone - 1 2,531.4 J-232 66.6 2,684.9 3.48 Zone - 1 2,531.0 J-393 66.6 2,684.9 2.32 Zone - 1 2,531.0 J-231 67.1 2,765.0 11.62 Zone - 2 2,610.0 J-364 67.8 2,684.9 2.90 Zone - 1 2,528.1 J-233 67.9 2,684.9 6.39 Zone - 1 2,528.0 J-399 Page 1 of 6 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 7/10/2015 Bentley WaterCAD V8i (SELECTseries 1) [08.11.01.32] Bentley Systems, Inc. Haestad Methods Solution Center Western System - Future Improvements.wtg EXHIBIT Q PAGE 33 OF 50 ---PAGE BREAK--- FlexTable: Junction Table (Western System - Future Improvements.wtg) Current Time: 0.000 hours Pressure (psi) Hydraulic Grade (ft) Demand (gpm) Zone Elevation (ft) Label 67.9 2,684.9 11.62 Zone - 1 2,528.0 J-334 68.1 2,684.9 4.65 Zone - 1 2,527.6 J-234 68.3 2,685.0 11.62 Zone - 1 2,527.0 J-190 68.7 2,684.9 1.16 Zone - 1 2,526.1 J-235 68.8 2,684.9 8.71 Zone - 1 2,526.0 J-415 68.8 2,684.9 0.00 Zone - 1 2,526.0 J-408 69.2 2,684.9 5.23 Zone - 1 2,525.0 J-397 69.2 2,684.9 11.62 Zone - 1 2,525.0 J-191 69.2 2,765.0 11.62 Zone - 2 2,605.0 J-366 69.6 2,684.9 0.00 Zone - 1 2,524.0 J-304 70.0 2,684.9 5.81 Zone - 1 2,523.0 J-323 70.0 2,684.9 4.65 Zone - 1 2,523.0 J-404 70.5 2,684.9 5.81 Zone - 1 2,522.0 J-324 70.5 2,684.9 5.81 Zone - 1 2,522.0 J-322 70.5 2,684.9 0.00 Zone - 1 2,522.0 J-321 70.5 2,684.9 1.16 Zone - 1 2,522.0 J-320 70.5 2,684.9 4.65 Zone - 1 2,522.0 J-402 70.5 2,684.9 1.74 Zone - 1 2,522.0 J-243 70.5 2,685.0 0.00 Zone - 1 2,522.0 J-250 70.5 2,685.1 2.32 Zone - 1 2,522.0 J-315 70.5 2,685.1 1.16 Zone - 1 2,522.0 J-316 70.7 2,684.9 4.07 Zone - 1 2,521.5 J-239 70.7 2,684.9 0.58 Zone - 1 2,521.5 J-236 70.9 2,684.9 3.48 Zone - 1 2,521.0 J-247 70.9 2,684.9 6.39 Zone - 1 2,521.0 J-335 70.9 2,685.0 6.39 Zone - 1 2,521.0 J-287 71.0 2,685.0 2.90 Zone - 1 2,521.0 J-198 71.0 2,685.0 5.81 Zone - 1 2,521.0 J-195 71.0 2,685.1 3.48 Zone - 1 2,521.0 J-112 71.0 2,685.1 2.90 Zone - 1 2,521.0 J-314 71.0 2,685.1 2.32 Zone - 1 2,521.0 J-312 71.0 2,685.1 2.32 Zone - 1 2,521.0 J-313 71.0 2,684.9 4.07 Zone - 1 2,520.8 J-240 71.0 2,685.0 2.90 Zone - 1 2,520.8 J-251 71.0 2,685.0 0.00 Zone - 1 2,520.8 J-249 71.1 2,684.9 2.32 Zone - 1 2,520.5 J-237 71.3 2,684.9 0.00 Zone - 1 2,520.1 J-246 71.4 2,684.9 2.90 Zone - 1 2,520.0 J-242 71.4 2,684.9 1.74 Zone - 1 2,520.0 J-241 71.4 2,764.9 11.62 Zone - 2 2,600.0 J-369 71.4 2,764.9 11.62 Zone - 2 2,600.0 J-368 71.4 2,684.9 4.07 Zone - 1 2,520.0 J-245 71.4 2,684.9 6.39 Zone - 1 2,520.0 J-292 71.4 2,685.0 2.32 Zone - 1 2,520.0 J-286 Page 2 of 6 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 7/10/2015 Bentley WaterCAD V8i (SELECTseries 1) [08.11.01.32] Bentley Systems, Inc. Haestad Methods Solution Center Western System - Future Improvements.wtg EXHIBIT Q PAGE 34 OF 50 ---PAGE BREAK--- FlexTable: Junction Table (Western System - Future Improvements.wtg) Current Time: 0.000 hours Pressure (psi) Hydraulic Grade (ft) Demand (gpm) Zone Elevation (ft) Label 71.4 2,765.0 11.62 Zone - 2 2,600.0 J-363 71.4 2,685.0 5.81 Zone - 1 2,520.0 J-308 71.4 2,685.0 5.81 Zone - 1 2,520.0 J-194 71.4 2,685.1 0.00 Zone - 1 2,520.0 J-126 71.4 2,685.1 0.00 Zone - 1 2,520.0 J-127 71.4 2,685.1 0.00 Zone - 1 2,520.0 J-128 71.4 2,685.1 0.00 Zone - 1 2,520.0 J-193 71.4 2,685.1 2.32 Zone - 1 2,520.0 J-72 71.6 2,684.9 3.48 Zone - 1 2,519.5 J-238 71.6 2,684.9 8.13 Zone - 1 2,519.5 J-244 71.8 2,685.0 0.00 Zone - 1 2,519.1 J-248 71.8 2,685.0 3.48 Zone - 1 2,519.0 J-252 71.8 2,685.1 0.00 Zone - 1 2,519.0 J-122 71.8 2,685.1 0.00 Zone - 1 2,519.0 J-123 71.8 2,685.1 0.00 Zone - 1 2,519.0 J-124 71.8 2,685.1 0.00 Zone - 1 2,519.0 J-125 71.8 2,685.1 4.07 Zone - 1 2,519.0 J-192 71.8 2,685.1 0.00 Zone - 1 2,519.0 J-113 71.8 2,685.1 4.07 Zone - 1 2,519.0 J-79 72.0 2,685.1 3.48 Zone - 1 2,518.6 J-115 72.1 2,685.1 3.48 Zone - 1 2,518.5 J-120 72.1 2,685.1 3.48 Zone - 1 2,518.5 J-121 72.2 2,684.9 5.81 Zone - 1 2,518.0 J-336 72.2 2,684.9 3.48 Zone - 1 2,518.0 J-288 72.2 2,685.0 0.00 Zone - 1 2,518.0 J-284 72.2 2,685.0 2.32 Zone - 1 2,518.0 J-285 72.2 2,685.1 2.32 Zone - 1 2,518.1 J-70 72.3 2,685.0 1.16 Zone - 1 2,518.0 J-61 72.3 2,685.1 5.81 Zone - 1 2,518.0 J-114 72.3 2,685.1 2.32 Zone - 1 2,518.0 J-117 72.3 2,685.1 6.97 Zone - 1 2,518.0 J-119 72.3 2,685.1 5.23 Zone - 1 2,518.0 J-111 72.3 2,685.1 1.16 Zone - 1 2,518.0 J-64 72.3 2,685.1 2.32 Zone - 1 2,518.0 J-109 72.3 2,685.1 0.00 Zone - 1 2,518.0 J-319 72.4 2,685.1 2.32 Zone - 1 2,517.8 J-65 72.4 2,685.0 2.32 Zone - 1 2,517.6 J-59 72.5 2,685.0 1.16 Zone - 1 2,517.5 J-60 72.5 2,685.1 2.32 Zone - 1 2,517.5 J-71 72.6 2,685.1 2.32 Zone - 1 2,517.3 J-73 72.7 2,764.9 11.62 Zone - 2 2,597.0 J-371 72.7 2,685.0 2.90 Zone - 1 2,517.0 J-309 72.7 2,685.0 2.32 Zone - 1 2,517.0 J-63 72.7 2,685.1 6.39 Zone - 1 2,517.0 J-118 Page 3 of 6 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 7/10/2015 Bentley WaterCAD V8i (SELECTseries 1) [08.11.01.32] Bentley Systems, Inc. Haestad Methods Solution Center Western System - Future Improvements.wtg EXHIBIT Q PAGE 35 OF 50 ---PAGE BREAK--- FlexTable: Junction Table (Western System - Future Improvements.wtg) Current Time: 0.000 hours Pressure (psi) Hydraulic Grade (ft) Demand (gpm) Zone Elevation (ft) Label 72.7 2,685.1 4.65 Zone - 1 2,517.0 J-110 72.7 2,685.1 0.00 Zone - 1 2,517.0 J-108 72.7 2,685.1 2.32 Zone - 1 2,517.0 J-68 72.7 2,685.1 2.90 Zone - 1 2,517.0 J-69 72.7 2,685.1 0.00 Zone - 1 2,517.0 J-318 72.7 2,685.1 0.58 Zone - 1 2,517.0 J-106 72.8 2,685.0 2.32 Zone - 1 2,516.7 J-267 72.9 2,685.0 1.74 Zone - 1 2,516.6 J-62 72.9 2,685.1 2.90 Zone - 1 2,516.6 J-78 72.9 2,685.0 2.32 Zone - 1 2,516.5 J-58 72.9 2,685.1 0.00 Zone - 1 2,516.5 J-310 72.9 2,685.1 0.58 Zone - 1 2,516.5 J-107 72.9 2,685.1 0.00 Zone - 1 2,516.5 J-158 72.9 2,685.0 1.74 Zone - 1 2,516.4 J-254 73.0 2,685.0 0.00 Zone - 1 2,516.3 J-283 73.0 2,685.1 3.48 Zone - 1 2,516.3 J-66 73.0 2,685.1 3.48 Zone - 1 2,516.3 J-80 73.1 2,684.9 4.07 Zone - 1 2,516.0 J-289 73.1 2,684.9 4.65 Zone - 1 2,516.0 J-331 73.1 2,685.1 1.16 Zone - 1 2,516.0 J-67 73.1 2,685.1 5.81 Zone - 1 2,516.0 J-105 73.2 2,685.1 0.00 Zone - 1 2,516.0 J-317 73.2 2,685.1 2.32 Zone - 1 2,516.0 J-76 73.2 2,685.1 1.74 Zone - 1 2,515.8 J-74 73.2 2,685.3 0.00 Zone - 1 2,516.0 Well 5 Eaglefield 73.3 2,685.0 2.32 Zone - 1 2,515.5 J-57 73.3 2,685.0 2.32 Zone - 1 2,515.5 J-56 73.4 2,685.1 2.32 Zone - 1 2,515.5 J-104 73.4 2,685.1 4.65 Zone - 1 2,515.5 J-103 73.4 2,685.1 5.23 Zone - 1 2,515.5 J-77 73.5 2,685.0 4.65 Zone - 1 2,515.0 J-269 73.6 2,685.0 0.00 Zone - 1 2,515.0 J-253 73.6 2,685.1 1.74 Zone - 1 2,515.0 J-81 73.6 2,685.1 4.07 Zone - 1 2,515.0 J-148 73.6 2,685.1 2.90 Zone - 1 2,515.0 J-87 73.9 2,685.1 5.23 Zone - 1 2,514.3 J-101 73.9 2,685.2 0.00 Zone - 1 2,514.4 J-82 73.9 2,685.1 4.65 Zone - 1 2,514.3 J-85 74.0 2,684.9 6.97 Zone - 1 2,514.0 J-378 74.0 2,684.9 5.81 Zone - 1 2,514.0 J-376 74.0 2,684.9 2.32 Zone - 1 2,514.0 J-291 74.0 2,684.9 2.32 Zone - 1 2,514.0 J-290 74.0 2,685.0 2.90 Zone - 1 2,514.0 J-326 Page 4 of 6 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 7/10/2015 Bentley WaterCAD V8i (SELECTseries 1) [08.11.01.32] Bentley Systems, Inc. Haestad Methods Solution Center Western System - Future Improvements.wtg EXHIBIT Q PAGE 36 OF 50 ---PAGE BREAK--- FlexTable: Junction Table (Western System - Future Improvements.wtg) Current Time: 0.000 hours Pressure (psi) Hydraulic Grade (ft) Demand (gpm) Zone Elevation (ft) Label 74.0 2,685.0 0.00 Zone - 1 2,514.0 J-259 74.0 2,685.0 0.00 Zone - 1 2,514.0 J-258 74.0 2,685.0 3.48 Zone - 1 2,514.0 J-257 74.0 2,685.0 2.32 Zone - 1 2,514.0 J-266 74.0 2,685.0 4.65 Zone - 1 2,514.0 J-264 74.0 2,685.0 2.32 Zone - 1 2,514.0 J-256 74.0 2,685.1 5.81 Zone - 1 2,514.0 J-102 74.0 2,685.0 1.74 Zone - 1 2,513.9 J-272 74.0 2,685.1 4.07 Zone - 1 2,514.0 J-89 74.0 2,685.1 3.48 Zone - 1 2,514.0 J-88 74.2 2,685.0 3.48 Zone - 1 2,513.5 J-255 74.3 2,685.1 1.63 Zone - 1 2,513.5 J-84 74.4 2,684.9 0.58 Zone - 1 2,513.0 J-328 74.4 2,684.9 0.00 Zone - 1 2,513.0 J-327 74.4 2,685.0 11.62 Zone - 1 2,513.0 J-351 74.4 2,685.0 11.62 Zone - 1 2,513.0 J-350 74.4 2,685.0 2.32 Zone - 1 2,513.0 J-262 74.4 2,685.0 0.00 Zone - 1 2,513.0 Well 4 Legacy 74.4 2,685.1 3.48 Zone - 1 2,513.0 J-98 74.4 2,685.1 3.48 Zone - 1 2,513.0 J-99 74.6 2,685.0 3.48 Zone - 1 2,512.5 J-282 74.6 2,685.0 3.48 Zone - 1 2,512.5 J-278 74.6 2,685.0 4.65 Zone - 1 2,512.5 J-270 74.7 2,685.0 4.65 Zone - 1 2,512.4 J-260 74.7 2,685.0 8.13 Zone - 1 2,512.3 J-276 74.7 2,685.0 5.81 Zone - 1 2,512.3 J-274 74.8 2,685.0 1.16 Zone - 1 2,512.2 J-261 74.8 2,685.0 4.65 Zone - 1 2,512.1 J-279 74.8 2,685.0 4.07 Zone - 1 2,512.1 J-275 74.8 2,684.9 6.97 Zone - 1 2,512.0 J-380 74.8 2,684.9 5.81 Zone - 1 2,512.0 J-382 74.8 2,684.9 3.48 Zone - 1 2,512.0 J-293 74.8 2,684.9 2.32 Zone - 1 2,512.0 J-294 74.8 2,684.9 11.62 Zone - 1 2,512.0 J-349 74.8 2,685.0 4.65 Zone - 1 2,512.0 J-280 74.8 2,685.0 4.07 Zone - 1 2,512.0 J-268 74.8 2,685.0 1.74 Zone - 1 2,512.0 J-265 74.8 2,685.0 2.32 Zone - 1 2,512.0 J-273 74.9 2,685.1 0.00 Zone - 1 2,512.0 J-100 74.9 2,685.0 2.90 Zone - 1 2,511.9 J-271 75.1 2,685.0 1.16 Zone - 1 2,511.5 J-281 75.1 2,685.0 4.65 Zone - 1 2,511.5 J-277 75.3 2,684.9 0.00 Zone - 1 2,511.0 J-383 75.3 2,684.9 6.97 Zone - 1 2,511.0 J-385 Page 5 of 6 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 7/10/2015 Bentley WaterCAD V8i (SELECTseries 1) [08.11.01.32] Bentley Systems, Inc. Haestad Methods Solution Center Western System - Future Improvements.wtg EXHIBIT Q PAGE 37 OF 50 ---PAGE BREAK--- FlexTable: Junction Table (Western System - Future Improvements.wtg) Current Time: 0.000 hours Pressure (psi) Hydraulic Grade (ft) Demand (gpm) Zone Elevation (ft) Label 75.3 2,684.9 5.23 Zone - 1 2,511.0 J-374 75.3 2,684.9 2.32 Zone - 1 2,511.0 J-373 75.3 2,684.9 2.32 Zone - 1 2,511.0 J-333 75.3 2,684.9 5.23 Zone - 1 2,511.0 J-332 75.7 2,684.9 8.71 Zone - 1 2,510.0 J-306 75.7 2,685.0 11.62 Zone - 1 2,510.0 J-305 75.7 2,765.0 11.62 Zone - 2 2,590.0 J-362 75.7 2,685.1 3.48 Zone - 1 2,510.0 J-97 75.7 2,685.1 5.81 Zone - 1 2,510.0 J-91 76.6 2,684.9 0.00 Zone - 1 2,508.0 J-329 76.6 2,685.1 3.48 Zone - 1 2,508.0 J-96 76.6 2,685.1 5.81 Zone - 1 2,508.0 J-90 77.0 2,684.9 11.62 Zone - 1 2,507.0 J-330 77.5 2,685.1 3.48 Zone - 1 2,506.0 J-94 77.5 2,685.1 3.48 Zone - 1 2,506.0 J-95 77.5 2,685.1 3.48 Zone - 1 2,506.0 J-145 77.5 2,685.1 3.48 Zone - 1 2,506.0 J-92 77.5 2,685.1 0.00 Zone - 1 2,506.0 J-93 78.7 2,685.0 11.62 Zone - 1 2,503.0 J-353 78.7 2,685.0 11.62 Zone - 1 2,503.0 J-352 78.7 2,685.0 11.62 Zone - 1 2,503.0 J-354 79.2 2,685.0 11.62 Zone - 1 2,502.0 J-295 79.2 2,685.0 0.00 Zone - 1 2,502.0 Well 6 79.6 2,685.0 11.62 Zone - 1 2,501.0 J-355 79.6 2,685.0 11.62 Zone - 1 2,501.0 J-307 80.0 2,764.9 11.62 Zone - 2 2,580.0 J-370 80.0 2,764.9 11.62 Zone - 2 2,580.0 J-372 80.0 2,765.0 0.00 Zone - 2 2,580.0 J-365 Page 6 of 6 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 7/10/2015 Bentley WaterCAD V8i (SELECTseries 1) [08.11.01.32] Bentley Systems, Inc. Haestad Methods Solution Center Western System - Future Improvements.wtg EXHIBIT Q PAGE 38 OF 50 ---PAGE BREAK--- FlexTable: Pipe Table (Western System - Future Improvements.wtg) Current Time: 0.000 hours Velocity (ft/s) Flow (gpm) Hazen- Williams C Material Diameter (in) Stop Node Start Node Has User Defined Length? Length (ft) Label 0.43 -267.01 140.0 PVC 16.0 J-56 J-283 False 169 P-2 0.06 9.29 140.0 PVC 8.0 J-57 J-56 False 115 P-3 0.04 6.97 140.0 PVC 8.0 J-58 J-57 False 212 P-4 0.01 2.32 140.0 PVC 8.0 J-59 J-58 False 197 P-5 0.01 2.32 140.0 PVC 8.0 J-60 J-58 False 281 P-6 0.01 1.16 140.0 PVC 8.0 J-61 J-60 False 128 P-7 0.44 -278.63 140.0 PVC 16.0 J-62 J-56 False 344 P-8 0.45 -280.37 140.0 PVC 16.0 J-63 J-62 False 105 P-9 0.45 -282.69 140.0 PVC 16.0 J-64 J-63 False 372 P-10 0.45 -283.86 140.0 PVC 16.0 J-65 J-64 False 28 P-11 0.05 -7.53 140.0 PVC 8.0 J-66 J-65 False 395 P-12 0.07 -11.01 140.0 PVC 8.0 J-67 J-66 False 66 P-13 0.08 -12.17 140.0 PVC 8.0 J-68 J-67 False 455 P-14 0.02 3.39 140.0 PVC 8.0 J-69 J-68 False 39 P-15 0.00 0.49 140.0 PVC 8.0 J-70 J-69 False 537 P-16 0.01 -1.84 140.0 PVC 8.0 J-71 J-70 False 28 P-17 0.09 13.36 140.0 PVC 8.0 J-72 J-71 False 254 P-18 0.11 -17.52 140.0 PVC 8.0 J-73 J-71 False 412 P-19 0.13 -19.84 140.0 PVC 8.0 J-74 J-73 False 391 P-20 0.14 -21.59 140.0 PVC 8.0 J-76 J-74 False 258 P-21 0.11 17.07 140.0 PVC 8.0 J-77 J-76 False 67 P-22 0.08 11.85 140.0 PVC 8.0 J-78 J-77 False 410 P-23 0.47 -295.15 140.0 PVC 16.0 J-81 J-80 False 266 P-27 1.41 -498.66 140.0 PVC 12.0 J-82 J-81 False 86 P-28 1.59 558.81 140.0 PVC 12.0 J-82 Well 5 Eaglefield False 175 P-29 0.03 4.65 140.0 PVC 8.0 J-85 J-84 False 510 P-31 0.34 53.88 140.0 PVC 8.0 J-87 J-84 False 283 P-32 0.02 3.48 140.0 PVC 8.0 J-88 J-87 False 476 P-34 0.25 39.35 140.0 PVC 8.0 J-90 J-89 False 562 P-36 0.04 5.81 140.0 PVC 8.0 J-91 J-90 False 469 P-37 0.18 27.74 140.0 PVC 8.0 J-92 J-90 False 159 P-38 0.00 0.00 140.0 PVC 8.0 J-93 J-92 False 129 P-39 0.02 3.48 140.0 PVC 8.0 J-94 J-95 False 475 P-41 0.09 13.80 140.0 PVC 8.0 J-96 J-95 False 310 P-42 0.07 10.31 140.0 PVC 8.0 J-97 J-96 False 464 P-43 0.04 6.82 140.0 PVC 8.0 J-98 J-97 False 355 P-44 0.02 3.48 140.0 PVC 8.0 J-99 J-98 False 258 P-45 0.00 0.00 140.0 PVC 8.0 J-100 J-98 False 192 P-46 0.00 -0.15 140.0 PVC 8.0 J-101 J-98 False 110 P-47 0.03 -5.38 140.0 PVC 8.0 J-102 J-101 False 362 P-48 0.07 -11.18 140.0 PVC 8.0 J-103 J-102 False 506 P-49 0.05 8.14 140.0 PVC 8.0 J-104 J-103 False 46 P-50 0.04 5.81 140.0 PVC 8.0 J-105 J-104 False 433 P-51 0.15 -23.97 140.0 PVC 8.0 J-106 J-103 False 360 P-52 0.26 -40.98 140.0 PVC 8.0 J-107 J-76 False 198 P-54 Page 1 of 9 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 7/10/2015 Bentley WaterCAD V8i (SELECTseries 1) [08.11.01.32] Bentley Systems, Inc. Haestad Methods Solution Center Western System - Future Improvements.wtg EXHIBIT Q PAGE 39 OF 50 ---PAGE BREAK--- FlexTable: Pipe Table (Western System - Future Improvements.wtg) Current Time: 0.000 hours Velocity (ft/s) Flow (gpm) Hazen- Williams C Material Diameter (in) Stop Node Start Node Has User Defined Length? Length (ft) Label 0.22 135.65 140.0 PVC 16.0 J-108 J-106 False 877 P-56 0.22 135.65 140.0 PVC 16.0 J-109 J-108 False 169 P-57 0.18 109.79 140.0 PVC 16.0 J-110 J-109 False 296 P-58 0.17 105.15 140.0 PVC 16.0 J-111 J-110 False 235 P-59 0.14 87.43 140.0 PVC 16.0 J-112 J-111 False 476 P-60 0.08 12.49 140.0 PVC 8.0 J-113 J-111 False 246 P-61 0.00 -0.51 140.0 PVC 8.0 J-115 J-114 False 203 P-63 0.02 3.11 140.0 PVC 8.0 J-115 J-122 False 213 P-64 0.01 -0.88 140.0 PVC 8.0 J-117 J-115 False 246 P-65 0.01 1.04 140.0 PVC 8.0 J-118 J-117 False 519 P-66 0.03 -5.36 140.0 PVC 8.0 J-119 J-118 False 396 P-67 0.05 7.72 140.0 PVC 8.0 J-120 J-119 False 159 P-68 0.03 4.24 140.0 PVC 8.0 J-117 J-120 False 90 P-69 0.13 -20.05 140.0 PVC 8.0 J-121 J-119 False 296 P-70 0.15 -23.53 140.0 PVC 8.0 J-109 J-121 False 187 P-71 0.02 -3.11 140.0 PVC 8.0 J-124 J-122 False 13 P-73 0.00 0.00 140.0 PVC 8.0 J-123 J-124 False 178 P-74 0.02 -3.11 140.0 PVC 8.0 J-125 J-124 False 186 P-75 0.02 -3.11 140.0 PVC 8.0 J-126 J-125 False 289 P-76 0.00 0.00 140.0 PVC 8.0 J-128 J-127 False 267 P-78 0.56 136.45 100.0 Steel 10.0 PMP-Legacy Well 4 VT R-4 True 5 P-80 0.56 136.45 100.0 Steel 10.0 Well 4 Legacy PMP-Legacy Well 4 VT True 180 P-81 0.00 0.00 100.0 Steel 10.0 PMP- Eaglefield Well 5 VT R-5 True 5 P-82 0.00 0.00 100.0 Steel 10.0 Well 5 Eaglefield PMP- Eaglefield Well 5 VT True 90 P-83 0.00 0.00 140.0 PVC 6.0 H-110 J-110 True 14 P-84 0.00 0.00 140.0 PVC 6.0 H-121 J-121 False 13 P-85 0.00 0.00 140.0 PVC 6.0 H-120 J-120 False 11 P-86 0.00 0.00 140.0 PVC 6.0 H-114 J-114 False 11 P-87 0.00 0.00 140.0 PVC 6.0 H-113 J-113 False 12 P-88 0.00 0.00 140.0 PVC 6.0 H-128 J-128 False 15 P-89 0.00 0.00 140.0 PVC 6.0 H-126 J-126 False 24 P-90 0.00 0.00 140.0 PVC 6.0 H-125 J-125 False 13 P-91 0.00 0.00 140.0 PVC 6.0 H-122 J-122 False 15 P-92 0.00 0.00 140.0 PVC 6.0 H-118 J-118 False 10 P-93 0.00 0.00 140.0 PVC 6.0 H-104 J-104 False 15 P-94 0.00 0.00 140.0 PVC 6.0 H-105 J-105 False 28 P-95 0.00 0.00 140.0 PVC 6.0 H-102 J-102 False 32 P-96 0.00 0.00 140.0 PVC 6.0 H-101 J-101 False 20 P-97 0.00 0.00 140.0 PVC 6.0 H-97 J-97 False 17 P-98 0.00 0.00 140.0 PVC 6.0 H-96 J-96 False 21 P-99 0.15 24.25 140.0 PVC 8.0 J-145 J-92 False 41 P-100 Page 2 of 9 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 7/10/2015 Bentley WaterCAD V8i (SELECTseries 1) [08.11.01.32] Bentley Systems, Inc. Haestad Methods Solution Center Western System - Future Improvements.wtg EXHIBIT Q PAGE 40 OF 50 ---PAGE BREAK--- FlexTable: Pipe Table (Western System - Future Improvements.wtg) Current Time: 0.000 hours Velocity (ft/s) Flow (gpm) Hazen- Williams C Material Diameter (in) Stop Node Start Node Has User Defined Length? Length (ft) Label 0.13 20.77 140.0 PVC 8.0 J-95 J-145 False 142 P-101 0.00 0.00 140.0 PVC 6.0 H-145 J-145 False 33 P-102 0.00 0.00 140.0 PVC 6.0 H-89 J-89 False 7 P-103 0.30 47.49 140.0 PVC 8.0 J-148 J-87 False 51 P-104 0.28 43.42 140.0 PVC 8.0 J-89 J-148 False 423 P-105 0.00 0.00 140.0 PVC 6.0 H-148 J-148 False 12 P-106 0.00 0.00 140.0 PVC 6.0 H-80 J-80 False 18 P-108 0.00 0.00 140.0 PVC 6.0 H-64 J-64 False 11 P-109 0.00 0.00 140.0 PVC 6.0 H-67 J-67 False 17 P-110 0.00 0.00 140.0 PVC 6.0 H-69 J-69 False 17 P-111 0.00 0.00 140.0 PVC 6.0 H-70 J-70 False 15 P-112 0.00 0.00 140.0 PVC 6.0 H-73 J-73 False 15 P-113 0.00 0.00 140.0 PVC 6.0 H-74 J-74 False 14 P-114 0.32 -201.76 140.0 PVC 16.0 J-158 J-107 False 20 P-115 0.32 -201.76 140.0 PVC 16.0 J-81 J-158 False 603 P-116 0.00 0.00 140.0 PVC 6.0 H-158 J-158 False 64 P-117 0.00 0.00 140.0 PVC 6.0 H-77 J-77 False 15 P-118 0.00 0.00 140.0 PVC 6.0 H-78 J-78 False 13 P-119 0.00 0.00 140.0 PVC 6.0 H-62 J-62 False 12 P-120 0.00 0.00 140.0 PVC 6.0 H-57 J-57 False 12 P-121 0.00 0.00 140.0 PVC 6.0 H-59 J-59 False 18 P-122 0.00 0.00 140.0 PVC 6.0 H-60 J-60 False 12 P-123 0.00 0.00 140.0 PVC 6.0 H-281 J-281 False 25 P-125 0.00 0.00 140.0 PVC 6.0 H-279 J-279 False 22 P-126 0.00 0.00 140.0 PVC 6.0 H-272 J-272 False 45 P-127 0.00 0.00 140.0 PVC 6.0 H-270 J-270 False 30 P-128 0.00 0.00 140.0 PVC 6.0 H-269 J-269 False 58 P-129 0.00 0.00 140.0 PVC 6.0 H-268 J-268 False 45 P-130 0.00 0.00 140.0 PVC 6.0 H-266 J-266 False 23 P-131 0.00 0.00 140.0 PVC 6.0 H-277 J-277 False 43 P-132 0.00 0.00 140.0 PVC 6.0 H-274 J-274 False 25 P-133 0.00 0.00 140.0 PVC 6.0 H-276 J-276 False 43 P-134 0.00 0.00 140.0 PVC 6.0 H-261 J-261 False 21 P-135 0.00 0.00 140.0 PVC 6.0 H-255 J-255 False 24 P-136 0.00 0.00 140.0 PVC 6.0 H-251 J-251 False 22 P-137 0.00 0.00 140.0 PVC 6.0 H-247 J-247 False 75 P-138 0.00 0.00 140.0 PVC 6.0 H-237 J-237 False 35 P-139 0.00 0.00 140.0 PVC 6.0 H-235 J-235 False 23 P-140 0.00 0.00 140.0 PVC 6.0 H-234 J-234 False 94 P-141 0.00 0.00 140.0 PVC 6.0 H-232 J-232 False 50 P-142 0.00 0.00 140.0 PVC 6.0 H-239 J-239 False 66 P-143 0.00 0.00 140.0 PVC 6.0 H-241 J-241 False 19 P-144 0.00 0.00 140.0 PVC 6.0 H-244 J-244 False 21 P-145 0.03 -16.46 140.0 PVC 16.0 J-189 J-188 False 1,300 P-147 0.06 -37.25 140.0 PVC 16.0 J-190 J-189 False 3,976 P-148 0.18 -115.20 140.0 PVC 16.0 J-250 J-191 False 1,727 P-150 Page 3 of 9 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 7/10/2015 Bentley WaterCAD V8i (SELECTseries 1) [08.11.01.32] Bentley Systems, Inc. Haestad Methods Solution Center Western System - Future Improvements.wtg EXHIBIT Q PAGE 41 OF 50 ---PAGE BREAK--- FlexTable: Pipe Table (Western System - Future Improvements.wtg) Current Time: 0.000 hours Velocity (ft/s) Flow (gpm) Hazen- Williams C Material Diameter (in) Stop Node Start Node Has User Defined Length? Length (ft) Label 0.38 60.15 140.0 PVC 8.0 J-84 J-82 False 129 P-151 0.26 -160.20 140.0 PVC 16.0 J-310 J-106 False 425 P-153 0.26 -160.20 140.0 PVC 16.0 J-107 J-310 False 41 P-154 0.08 12.48 140.0 PVC 8.0 J-192 J-113 False 76 P-155 0.03 5.30 140.0 PVC 8.0 J-114 J-192 False 448 P-156 0.02 -3.12 140.0 PVC 8.0 J-193 J-126 False 59 P-157 0.00 0.00 140.0 PVC 8.0 J-127 J-193 False 145 P-158 0.02 3.12 140.0 PVC 8.0 J-193 J-192 False 434 P-159 0.24 83.95 140.0 PVC 12.0 J-194 J-112 False 533 P-160 0.22 78.14 140.0 PVC 12.0 J-195 J-194 False 532 P-161 0.00 0.00 140.0 PVC 6.0 H-198 J-198 False 18 P-165 3.10 272.76 130.0 Ductile Iron 6.0 Well 5 Eaglefield PMP- Eaglefield Booster 3 True 10 P-188 0.00 0.00 130.0 Ductile Iron 6.0 Well 4 Legacy PMP-Legacy Booster 3 True 10 P-190 0.00 0.00 130.0 Ductile Iron 6.0 PMP-Legacy Booster 3 R-4 Artesian True 10 P-192 0.00 0.00 130.0 Ductile Iron 6.0 Well 4 Legacy PMP-Legacy Booster 2 True 10 P-193 0.00 0.00 130.0 Ductile Iron 6.0 Well 4 Legacy PMP-Legacy Booster 1 True 10 P-194 0.00 0.00 130.0 Ductile Iron 6.0 PMP-Legacy Booster 2 R-4 Artesian True 10 P-195 0.00 0.00 130.0 Ductile Iron 6.0 PMP-Legacy Booster 1 R-4 Artesian True 10 P-196 3.10 272.76 130.0 Ductile Iron 6.0 PMP- Eaglefield Booster 3 R-5 Artesian True 10 P-197 1.97 173.17 130.0 Ductile Iron 6.0 PMP- Eaglefield Booster 2 R-5 Artesian True 10 P-198 1.28 112.87 130.0 Ductile Iron 6.0 PMP- Eaglefield Booster 1 R-5 Artesian True 10 P-199 1.97 173.17 130.0 Ductile Iron 6.0 Well 5 Eaglefield PMP- Eaglefield Booster 2 True 10 P-200 1.28 112.87 130.0 Ductile Iron 6.0 Well 5 Eaglefield PMP- Eaglefield Booster 1 True 10 P-201 0.01 -2.32 140.0 PVC 8.0 J-232 J-231 False 113 P-269 0.03 -4.65 140.0 PVC 8.0 J-233 J-232 False 275 P-270 0.03 4.65 140.0 PVC 8.0 J-234 J-233 False 283 P-271 0.08 -12.20 140.0 PVC 8.0 J-235 J-233 False 127 P-272 0.09 -13.36 140.0 PVC 8.0 J-236 J-235 False 222 P-273 0.16 24.61 140.0 PVC 8.0 J-237 J-236 False 129 P-274 0.14 22.29 140.0 PVC 8.0 J-238 J-237 False 52 P-275 Page 4 of 9 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 7/10/2015 Bentley WaterCAD V8i (SELECTseries 1) [08.11.01.32] Bentley Systems, Inc. Haestad Methods Solution Center Western System - Future Improvements.wtg EXHIBIT Q PAGE 42 OF 50 ---PAGE BREAK--- FlexTable: Pipe Table (Western System - Future Improvements.wtg) Current Time: 0.000 hours Velocity (ft/s) Flow (gpm) Hazen- Williams C Material Diameter (in) Stop Node Start Node Has User Defined Length? Length (ft) Label 0.03 4.07 140.0 PVC 8.0 J-239 J-238 False 188 P-276 0.09 14.74 140.0 PVC 8.0 J-240 J-238 False 393 P-277 0.03 4.65 140.0 PVC 8.0 J-241 J-240 False 40 P-278 0.02 2.90 140.0 PVC 8.0 J-242 J-241 False 158 P-279 0.19 29.62 140.0 PVC 8.0 J-243 J-240 False 381 P-280 0.15 -23.60 140.0 PVC 8.0 J-244 J-240 False 321 P-281 0.20 -31.73 140.0 PVC 8.0 J-245 J-244 False 429 P-282 0.27 42.04 140.0 PVC 8.0 J-246 J-245 False 47 P-283 0.02 3.49 140.0 PVC 8.0 J-247 J-246 False 40 P-284 0.25 38.55 140.0 PVC 8.0 J-236 J-246 False 232 P-285 0.50 -77.84 140.0 PVC 8.0 J-248 J-245 False 192 P-286 0.21 129.53 140.0 PVC 16.0 J-249 J-248 False 444 P-287 0.18 115.20 140.0 PVC 16.0 J-250 J-249 False 417 P-288 0.09 14.33 140.0 PVC 8.0 J-251 J-249 False 570 P-289 0.07 11.42 140.0 PVC 8.0 J-252 J-251 False 437 P-290 0.33 -207.37 140.0 PVC 16.0 J-253 J-248 False 1,293 P-291 0.17 59.65 140.0 PVC 12.0 J-254 J-253 False 839 P-292 0.16 57.90 140.0 PVC 12.0 J-255 J-254 False 295 P-293 0.15 54.42 140.0 PVC 12.0 J-256 J-255 False 293 P-294 0.31 108.97 140.0 PVC 12.0 J-257 J-256 False 301 P-295 0.30 105.49 140.0 PVC 12.0 J-258 J-257 False 530 P-296 0.13 45.19 140.0 PVC 12.0 J-259 J-258 False 338 P-297 0.16 -56.88 140.0 PVC 12.0 J-260 J-256 False 343 P-298 0.25 -87.60 140.0 PVC 12.0 J-261 J-260 False 41 P-299 0.25 -88.76 140.0 PVC 12.0 J-262 J-261 False 114 P-300 0.39 136.45 140.0 PVC 12.0 J-262 Well 4 Legacy False 135 P-301 0.29 45.37 140.0 PVC 8.0 J-264 J-262 False 280 P-302 0.10 15.10 140.0 PVC 8.0 J-265 J-264 False 298 P-303 0.03 4.65 140.0 PVC 8.0 J-266 J-265 False 209 P-304 0.01 2.32 140.0 PVC 8.0 J-267 J-266 False 185 P-305 0.06 8.71 140.0 PVC 8.0 J-268 J-265 False 240 P-306 0.03 4.65 140.0 PVC 8.0 J-269 J-268 False 416 P-307 0.05 7.55 140.0 PVC 8.0 J-270 J-264 False 531 P-308 0.02 2.90 140.0 PVC 8.0 J-271 J-270 False 97 P-309 0.12 18.07 140.0 PVC 8.0 J-272 J-264 False 70 P-310 0.10 16.33 140.0 PVC 8.0 J-273 J-272 False 133 P-311 0.00 0.07 140.0 PVC 8.0 J-274 J-273 False 345 P-312 0.04 -5.74 140.0 PVC 8.0 J-275 J-274 False 46 P-313 0.11 -17.94 140.0 PVC 8.0 J-276 J-275 False 448 P-314 0.17 -26.07 140.0 PVC 8.0 J-260 J-276 False 439 P-315 0.05 8.13 140.0 PVC 8.0 J-277 J-275 False 296 P-316 0.02 3.48 140.0 PVC 8.0 J-278 J-277 False 116 P-317 0.09 13.94 140.0 PVC 8.0 J-279 J-273 False 278 P-318 0.06 9.29 140.0 PVC 8.0 J-280 J-279 False 315 P-319 0.03 4.65 140.0 PVC 8.0 J-281 J-280 False 143 P-320 0.02 3.48 140.0 PVC 8.0 J-282 J-281 False 127 P-321 Page 5 of 9 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 7/10/2015 Bentley WaterCAD V8i (SELECTseries 1) [08.11.01.32] Bentley Systems, Inc. Haestad Methods Solution Center Western System - Future Improvements.wtg EXHIBIT Q PAGE 43 OF 50 ---PAGE BREAK--- FlexTable: Pipe Table (Western System - Future Improvements.wtg) Current Time: 0.000 hours Velocity (ft/s) Flow (gpm) Hazen- Williams C Material Diameter (in) Stop Node Start Node Has User Defined Length? Length (ft) Label 0.43 -267.01 140.0 PVC 16.0 J-283 J-253 False 161 P-322 0.17 60.30 140.0 PVC 12.0 J-284 J-258 False 358 P-323 0.02 3.10 140.0 PVC 8.0 J-285 J-284 False 152 P-324 0.00 0.77 140.0 PVC 8.0 J-286 J-285 False 393 P-325 0.01 -1.55 140.0 PVC 8.0 J-287 J-286 False 396 P-326 0.05 -7.94 140.0 PVC 8.0 J-252 J-287 False 435 P-327 0.16 57.20 140.0 PVC 12.0 J-288 J-284 False 234 P-328 0.15 53.72 140.0 PVC 12.0 J-289 J-288 False 354 P-329 0.14 49.65 140.0 PVC 12.0 J-290 J-289 False 303 P-330 0.13 47.33 140.0 PVC 12.0 J-291 J-290 False 56 P-331 0.14 50.89 140.0 PVC 12.0 J-292 J-291 False 474 P-332 0.04 -5.88 140.0 PVC 8.0 J-293 J-291 False 328 P-333 0.06 -9.37 140.0 PVC 8.0 J-294 J-293 False 369 P-334 0.12 74.31 140.0 PVC 16.0 J-296 J-298 False 1,984 P-343 0.16 99.90 140.0 PVC 16.0 J-300 J-188 False 1,040 P-347 0.14 85.93 140.0 PVC 16.0 J-298 J-300 False 936 P-348 0.07 11.62 140.0 PVC 8.0 J-301 J-299 False 1,166 P-349 0.03 18.61 140.0 PVC 16.0 J-302 J-299 False 1,222 P-350 0.01 7.00 140.0 PVC 16.0 J-296 J-302 False 1,177 P-351 0.15 96.89 140.0 PVC 16.0 J-303 J-191 False 1,024 P-352 0.09 32.30 140.0 PVC 12.0 J-304 J-292 False 306 P-354 0.11 -69.36 140.0 PVC 16.0 J-305 J-190 False 855 P-357 0.20 -125.14 140.0 PVC 16.0 J-295 J-305 False 1,358 P-358 0.07 11.69 140.0 PVC 8.0 J-294 J-306 False 692 P-361 0.24 -86.01 140.0 PVC 12.0 J-295 J-307 False 420 P-363 0.02 2.91 140.0 PVC 8.0 J-198 J-195 False 104 P-364 0.20 69.43 140.0 PVC 12.0 J-308 J-195 False 667 P-365 0.18 63.62 140.0 PVC 12.0 J-309 J-308 False 576 P-366 0.07 11.04 140.0 PVC 8.0 J-312 J-72 False 319 P-367 0.01 2.32 140.0 PVC 8.0 J-313 J-312 False 212 P-368 0.04 6.39 140.0 PVC 8.0 J-314 J-312 False 231 P-369 0.02 3.48 140.0 PVC 8.0 J-315 J-314 False 474 P-370 0.01 1.16 140.0 PVC 8.0 J-316 J-315 False 311 P-371 0.44 -278.65 140.0 PVC 16.0 J-317 J-65 False 248 P-372 0.47 -291.66 140.0 PVC 16.0 J-80 J-317 False 228 P-373 0.06 8.94 140.0 PVC 8.0 J-318 J-78 False 342 P-374 0.08 13.01 140.0 PVC 8.0 J-318 J-317 False 278 P-376 0.11 -17.89 140.0 PVC 8.0 J-319 J-68 False 179 P-377 0.03 4.07 140.0 PVC 8.0 J-79 J-319 False 307 P-378 0.14 21.95 140.0 PVC 8.0 J-319 J-318 False 484 P-379 0.11 17.42 140.0 PVC 8.0 J-321 J-320 False 201 P-381 0.11 17.42 140.0 PVC 8.0 J-322 J-321 False 136 P-382 0.04 5.81 140.0 PVC 8.0 J-323 J-322 False 326 P-383 0.04 5.81 140.0 PVC 8.0 J-324 J-322 False 626 P-384 0.13 45.19 140.0 PVC 12.0 J-326 J-259 False 428 P-389 0.11 37.64 140.0 PVC 12.0 J-327 J-326 False 324 P-391 Page 6 of 9 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 7/10/2015 Bentley WaterCAD V8i (SELECTseries 1) [08.11.01.32] Bentley Systems, Inc. Haestad Methods Solution Center Western System - Future Improvements.wtg EXHIBIT Q PAGE 44 OF 50 ---PAGE BREAK--- FlexTable: Pipe Table (Western System - Future Improvements.wtg) Current Time: 0.000 hours Velocity (ft/s) Flow (gpm) Hazen- Williams C Material Diameter (in) Stop Node Start Node Has User Defined Length? Length (ft) Label 0.09 32.41 140.0 PVC 12.0 J-328 J-327 False 250 P-393 0.08 29.50 140.0 PVC 12.0 J-306 J-328 False 318 P-394 0.03 9.10 140.0 PVC 12.0 J-329 J-306 False 529 P-395 0.09 -30.98 140.0 PVC 12.0 J-330 J-329 False 416 P-397 0.12 -42.59 140.0 PVC 12.0 J-307 J-330 False 2,029 P-398 0.03 4.65 140.0 PVC 8.0 J-331 J-326 False 405 P-399 0.03 5.23 140.0 PVC 8.0 J-332 J-327 False 209 P-400 0.01 2.32 140.0 PVC 8.0 J-333 J-328 False 74 P-401 0.07 -23.28 140.0 PVC 12.0 J-334 J-304 False 1,116 P-402 0.13 -44.17 140.0 PVC 12.0 J-305 J-334 False 2,305 P-403 0.04 6.39 140.0 PVC 8.0 J-335 J-292 False 611 P-404 0.04 5.81 140.0 PVC 8.0 J-336 J-292 False 492 P-405 0.63 222.76 140.0 PVC 12.0 J-295 Well 6 False 213 P-406 0.91 222.76 100.0 Steel 10.0 Well 6 PMP-Well 6 VT True 90 P-407 0.91 222.76 100.0 Steel 10.0 PMP-Well 6 VT R-6 True 5 P-408 0.03 9.27 140.0 PVC 12.0 J-340 J-334 False 2,147 P-410 0.01 -2.35 140.0 PVC 12.0 J-300 J-340 False 2,683 P-411 0.11 37.48 140.0 PVC 12.0 J-341 J-296 False 2,638 P-412 0.03 11.62 140.0 PVC 12.0 J-342 J-341 False 2,615 P-413 0.09 32.22 140.0 PVC 12.0 J-343 J-296 False 2,305 P-414 0.06 20.60 140.0 PVC 12.0 J-344 J-343 False 2,770 P-415 0.03 11.62 140.0 PVC 12.0 J-345 J-344 False 723 P-416 0.01 2.63 140.0 PVC 12.0 J-344 J-341 False 2,628 P-417 0.25 240.05 140.0 PVC 20.0 J-365 T-1 West Res. False 3,618 P-418 0.10 95.05 140.0 PVC 20.0 J-188 J-365 False 2,643 P-419 0.05 17.22 140.0 PVC 12.0 J-347 J-365 False 5,824 P-420 0.02 5.60 140.0 PVC 12.0 J-348 J-347 False 2,379 P-421 0.03 -9.17 140.0 PVC 12.0 J-189 J-348 False 3,922 P-422 0.06 20.49 140.0 PVC 12.0 J-349 J-190 False 3,968 P-423 0.01 -3.15 140.0 PVC 12.0 J-348 J-349 False 4,035 P-424 0.17 60.71 140.0 PVC 12.0 J-350 J-309 False 2,447 P-425 0.03 11.62 140.0 PVC 12.0 J-351 J-350 False 303 P-426 0.11 37.48 140.0 PVC 12.0 J-352 J-350 False 5,225 P-427 0.07 23.23 140.0 PVC 12.0 J-353 J-352 False 870 P-428 0.01 2.63 140.0 PVC 12.0 J-354 J-352 False 133 P-429 0.04 -15.28 140.0 PVC 12.0 J-355 J-354 False 3,768 P-430 0.09 -31.80 140.0 PVC 12.0 J-307 J-355 False 275 P-431 0.03 12.03 140.0 PVC 12.0 PRV-4 J-349 False 1,364 P-432 0.03 12.03 140.0 PVC 12.0 J-357 PRV-4 False 1,511 P-433 0.02 5.32 140.0 PVC 12.0 J-358 J-357 False 3,745 P-435 0.02 -6.30 140.0 PVC 12.0 PRV-2 J-358 False 3,802 P-436 0.02 -6.30 140.0 PVC 12.0 J-354 PRV-2 False 184 P-437 0.03 11.62 140.0 PVC 12.0 PRV-1 J-353 False 196 P-438 0.03 11.62 140.0 PVC 12.0 J-361 PRV-1 False 84 P-439 Page 7 of 9 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 7/10/2015 Bentley WaterCAD V8i (SELECTseries 1) [08.11.01.32] Bentley Systems, Inc. Haestad Methods Solution Center Western System - Future Improvements.wtg EXHIBIT Q PAGE 45 OF 50 ---PAGE BREAK--- FlexTable: Pipe Table (Western System - Future Improvements.wtg) Current Time: 0.000 hours Velocity (ft/s) Flow (gpm) Hazen- Williams C Material Diameter (in) Stop Node Start Node Has User Defined Length? Length (ft) Label 0.01 -4.90 140.0 PVC 12.0 PRV-3 J-357 False 3,785 P-440 0.01 -4.90 140.0 PVC 12.0 J-355 PRV-3 False 190 P-441 0.33 116.16 140.0 PVC 12.0 PMP-Zone 2 Booster 2 J-365 False 162 P-442 0.07 23.23 140.0 PVC 12.0 J-363 J-362 False 913 P-444 0.03 11.62 140.0 PVC 12.0 J-364 J-363 False 3,334 P-445 0.33 116.16 140.0 PVC 12.0 J-365 PMP-Zone 2 Booster 2 False 27 P-446 0.33 116.16 140.0 PVC 12.0 J-362 J-365 False 479 P-447 0.23 81.31 140.0 PVC 12.0 J-366 J-362 False 1,303 P-448 0.13 46.46 140.0 PVC 12.0 J-367 J-366 False 1,795 P-449 0.10 34.85 140.0 PVC 12.0 J-368 J-367 False 1,973 P-450 0.07 23.23 140.0 PVC 12.0 J-369 J-368 False 2,648 P-451 0.03 11.61 140.0 PVC 12.0 J-370 J-369 False 1,028 P-452 0.00 0.00 140.0 PVC 12.0 PRV-6 J-370 False 59 P-454 0.00 0.00 140.0 PVC 12.0 J-345 PRV-6 False 61 P-455 0.07 23.23 140.0 PVC 12.0 J-371 J-366 False 1,327 P-456 0.03 11.62 140.0 PVC 12.0 J-372 J-371 False 1,262 P-457 0.00 0.00 140.0 PVC 12.0 PRV-5 J-372 False 28 P-459 0.00 0.00 140.0 PVC 12.0 J-298 PRV-5 False 24 P-460 0.26 40.08 140.0 PVC 8.0 J-373 J-329 False 238 P-461 0.12 18.67 140.0 PVC 8.0 J-374 J-373 False 198 P-462 0.09 13.45 140.0 PVC 8.0 H-44 J-374 False 228 P-463 0.09 13.45 140.0 PVC 8.0 J-376 H-44 False 188 P-464 0.05 7.64 140.0 PVC 8.0 H-45 J-376 False 260 P-465 0.05 7.64 140.0 PVC 8.0 J-378 H-45 False 98 P-466 0.00 0.67 140.0 PVC 8.0 H-46 J-378 False 296 P-467 0.00 0.67 140.0 PVC 8.0 J-380 H-46 False 121 P-468 0.04 -6.30 140.0 PVC 8.0 H-47 J-380 False 243 P-469 0.04 -6.30 140.0 PVC 8.0 J-382 H-47 False 156 P-470 0.00 0.00 140.0 PVC 8.0 J-383 J-382 False 160 P-471 0.08 -12.11 140.0 PVC 8.0 H-48 J-382 False 307 P-472 0.08 -12.11 140.0 PVC 8.0 J-385 H-48 False 88 P-473 0.12 -19.08 140.0 PVC 8.0 H-49 J-385 False 204 P-474 0.12 -19.08 140.0 PVC 8.0 J-373 H-49 False 49 P-475 0.23 36.01 140.0 PVC 8.0 H-50 J-304 False 152 P-476 0.23 36.01 140.0 PVC 8.0 J-297 H-50 False 769 P-477 0.19 30.21 140.0 PVC 8.0 J-387 J-297 False 212 P-478 0.09 13.86 140.0 PVC 8.0 H-51 J-387 False 281 P-479 0.09 13.86 140.0 PVC 8.0 J-389 H-51 False 36 P-480 0.00 0.00 140.0 PVC 8.0 J-390 J-389 False 138 P-481 0.07 10.37 140.0 PVC 8.0 J-391 J-389 False 246 P-482 0.05 7.47 140.0 PVC 8.0 H-52 J-391 False 70 P-483 0.05 7.47 140.0 PVC 8.0 J-393 H-52 False 253 P-484 0.03 4.07 140.0 PVC 8.0 H-53 J-393 False 36 P-485 0.03 4.07 140.0 PVC 8.0 J-395 H-53 False 190 P-486 Page 8 of 9 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 7/10/2015 Bentley WaterCAD V8i (SELECTseries 1) [08.11.01.32] Bentley Systems, Inc. Haestad Methods Solution Center Western System - Future Improvements.wtg EXHIBIT Q PAGE 46 OF 50 ---PAGE BREAK--- FlexTable: Pipe Table (Western System - Future Improvements.wtg) Current Time: 0.000 hours Velocity (ft/s) Flow (gpm) Hazen- Williams C Material Diameter (in) Stop Node Start Node Has User Defined Length? Length (ft) Label 0.00 -0.08 140.0 PVC 8.0 H-54 J-393 False 285 P-487 0.00 -0.08 140.0 PVC 8.0 J-397 H-54 False 43 P-488 0.03 -5.31 140.0 PVC 8.0 H-55 J-397 False 284 P-489 0.03 -5.31 140.0 PVC 8.0 J-399 H-55 False 233 P-490 0.07 -11.70 140.0 PVC 8.0 H-56 J-399 False 209 P-491 0.07 -11.70 140.0 PVC 8.0 H-57 H-56 False 370 P-492 0.07 -11.70 140.0 PVC 8.0 J-387 H-57 False 73 P-493 0.03 4.65 140.0 PVC 8.0 J-402 J-243 False 205 P-494 0.00 0.00 140.0 PVC 6.0 H-58 J-402 False 20 P-495 0.03 4.65 140.0 PVC 8.0 J-404 J-320 False 216 P-496 0.00 0.00 140.0 PVC 6.0 H-59 J-404 False 16 P-497 0.15 23.23 140.0 PVC 8.0 H-60 J-243 False 107 P-498 0.15 23.23 140.0 PVC 8.0 J-320 H-60 False 160 P-499 0.07 41.85 140.0 PVC 16.0 J-299 J-406 False 523 P-501 0.11 70.70 140.0 PVC 16.0 J-407 J-303 False 561 P-502 0.09 53.46 140.0 PVC 16.0 J-406 J-407 False 377 P-503 0.02 6.70 140.0 PVC 12.0 J-408 J-191 False 1,126 P-504 0.06 -19.57 140.0 PVC 12.0 J-304 J-408 False 643 P-505 0.17 26.27 140.0 PVC 8.0 J-409 J-408 False 552 P-506 0.06 9.94 140.0 PVC 8.0 J-410 J-409 False 680 P-507 0.01 1.23 140.0 PVC 8.0 J-411 J-410 False 419 P-508 0.01 -1.93 140.0 PVC 8.0 J-412 J-411 False 284 P-509 0.07 -10.64 140.0 PVC 8.0 J-413 J-412 False 365 P-511 0.11 -17.23 140.0 PVC 8.0 J-407 J-413 False 208 P-512 0.01 -2.12 140.0 PVC 8.0 J-414 J-413 False 565 P-513 0.17 -26.19 140.0 PVC 8.0 J-303 J-414 False 211 P-514 0.04 6.37 140.0 PVC 8.0 J-415 J-414 False 664 P-515 0.01 -2.35 140.0 PVC 8.0 J-416 J-415 False 698 P-516 0.06 -9.00 140.0 PVC 8.0 J-414 J-416 False 292 P-517 0.04 5.56 140.0 PVC 8.0 J-411 J-416 False 637 P-518 0.05 -7.62 140.0 PVC 8.0 J-409 J-416 False 772 P-519 0.00 0.00 140.0 PVC 12.0 PMP-Zone 2 Booster 1 J-298 False 31 P-520 0.00 0.00 140.0 PVC 12.0 J-372 PMP-Zone 2 Booster 1 False 32 P-521 0.03 11.62 140.0 PVC 12.0 J-417 J-341 False 2,674 P-522 Page 9 of 9 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 7/10/2015 Bentley WaterCAD V8i (SELECTseries 1) [08.11.01.32] Bentley Systems, Inc. Haestad Methods Solution Center Western System - Future Improvements.wtg EXHIBIT Q PAGE 47 OF 50 ---PAGE BREAK--- FlexTable: PRV Table (Western System - Future Improvements.wtg) Current Time: 0.000 hours Pressure (To) (psi) Pressure (From) (psi) Headloss (ft) Hydraulic Grade (To) (ft) Hydraulic Grade (From) (ft) Flow (gpm) Pressure Setting (Initial) (psi) Diameter (Valve) (in) Elevation (ft) Label 44.6 79.2 79.9 2,605.0 2,685.0 11.62 44.6 8.0 2,502.0 PRV-1 44.6 79.2 79.9 2,605.0 2,685.0 6.30 44.6 8.0 2,502.0 PRV-2 45.0 79.6 79.9 2,605.0 2,685.0 4.90 45.0 8.0 2,501.0 PRV-3 45.4 80.0 79.9 2,605.0 2,684.9 12.03 45.4 8.0 2,500.0 PRV-4 45.4 80.0 0.0 2,684.9 2,764.9 0.00 45.4 8.0 2,580.0 PRV-6 45.4 80.0 0.0 2,684.9 2,764.9 0.00 45.4 8.0 2,580.0 PRV-5 Page 1 of 1 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 7/10/2015 Bentley WaterCAD V8i (SELECTseries 1) [08.11.01.32] Bentley Systems, Inc. Haestad Methods Solution Center Western System - Future Improvements.wtg EXHIBIT Q PAGE 48 OF 50 ---PAGE BREAK--- FlexTable: Tank Table (Western System - Future Improvements.wtg) Current Time: 0.000 hours Hydraulic Grade (ft) Flow (Out net) (gpm) Diameter (ft) Elevation (Maximum) (ft) Elevation (Initial) (ft) Elevation (Minimum) (ft) Elevation (Base) (ft) Zone Label 2,685.0 240.05 112.00 2,685.5 2,685.0 2,665.0 2,664.0 Zone - 1 T-1 West Res. Page 1 of 1 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-[PHONE REDACTED] 7/10/2015 Bentley WaterCAD V8i (SELECTseries 1) [08.11.01.32] Bentley Systems, Inc. Haestad Methods Solution Center Western System - Future Improvements.wtg EXHIBIT Q PAGE 49 OF 50 ---PAGE BREAK--- EXHIBIT Q PAGE 50 OF 50 ---PAGE BREAK--- EXHIBIT R – INTERTIE AGREEMENT City of Eagle Intertie Agreement with Eagle Water Company July 12, 2008 ---PAGE BREAK--- INTERTIE AGREEMENT This Intertie Agreement ("Agreement"), dated as of July 12, 2008, is between Eagle Water Company, Inc., an Idaho corporation ("EWC") and the City of Eagle, Idaho, an Idaho municipal corporation ("City"). Recitals A. City recently constructed and owns an approximate one million gallon water storage tank (the "Storage Tank"). B. EWC owns and conducts a water utility supply and distribution business ("Water System") in and around Eagle, Idaho. EWC has water distribution lines in the vicinity of the Storage Tank and desires to temporarily connect such distribution lines to the Storage Tank in order to satisfy certain regulatory requirements for fire protection service to its customers. C. EWC intends to use the Intertie as a temporary measure until it completes a new well and DEQ determines the Intertie is no longer needed to meet regulatory requirements. The parties agree as follows: Agreement 1. Water Storage Connection. City hereby agrees that immediately upon the execution of this Agreement, City will allow EWC to construct, at EWC's sole expense, a connection and two manually-controlled gate valves with a meter spool for a future meter ("Intertie") between EWC's existing main distribution lines and the Storage Tank based upon engineering plans previously submitted by the City to and approved by the Idaho Department of Environmental Quality City shall have the right to approve the location and manner of constructing such Intertie and shall do so no later than 24 hours after EWC identifies its prefened location for the intertie. EWC shall ensure that all work is performed in a workmanlike manner and in compliance with all applicable codes and regulations. City makes no representations or wananties, express or implied, concerning the Intertie or any benefits to be derived by EWC therefrom. The City shall own the Intertie infrastructure save and except for the 12-inch Intertie tee and the attached 12-inch gate valve. 2. Limitations On Use. The parties agree that the sole purpose of the Intertie is to provide redundant fire flow protection capacity to EWC and is not intended to be a source of water for EWC's normal operating requirements. 3. Payment In consideration of the City entering into this Agreement and allowing EWC to c01mect to the Storage Tank, EWC agrees to compensate the City as follows: CITY OF EAGLE- EAGLE WATER COMPANY INTERTIE AGREEMENT- 1 EXHIBIT R PAGE 1 OF 5 ---PAGE BREAK--- 3 Lease of Water Rights. EWC agrees to grant the City the permanent Right of First Refusal to lease up to ten (1 0) cubic feet of water per second of ce1iain municipal water rights currently owned by EWC, provided such water rights are not necessary to maintain the integrity of EWC's Water System, including compliance with all regulatory requirements and EWC engineering plans. This Right of First Refusal shall be permanent and shall survive any termination or other modification of this Agreement, save and except for a termination by the City other than for a non-cured default by EWC per Section 7, below. 3 Cash Paymel!lt. In addition, EWC shall pay City a fee for the connection to the Storage Tank of $10,000.00 per month commencing on the date the interconnection is completed and approved by the Idaho Depmiment of Environmental Quality (DEQ). 4. Duuatiol!l. This Agreement shall commence upon acceptance by the City of Eagle and completion of the Inte1iie that is the subject of this Agreement ("Commencement"), and the Intertie Lease shall continue month-to-month so long as the Intertie connection is needed by EWC in its sole discretion. If the Inte1iie continues past 18 months from the Commencement date, the Intertie Lease Cash Payment shall increase five percent and every 18 months thereafter. The parties may mutually agree, in writing, to extend or modify this Agreement. 5. Moratorium. At EWC's reasonable request, City agrees to cooperate with EWC to assist EWC in its effmis to satisfy the conditions set forth in the current DEQ Consent Order establishing a moratorium on new connections in EWC's service territory and to cause the moratorium to be terminated. This Section 5 shall not require City to expend any funds or take m1y actions that it is not lawfully permitted to take. EWC shall reimburse the City for any costs incurred by the City related to this Section 5, provided the smne have been pre-approved by EWC in writing. 6. Right of First Refusal If EWC determines to sell or convey all or any part of its Water System, which shall be deemed to include, but not be limited to, water rights, wells m1d other infrastructure, and receives a bona fide offer for this Water System, before making any agreement to sell all or any portion of the Water System, EWC shall give notice to City stating EWC's desire to sell and the amount and terms of such offer in detail. City shall have the exclusive right for 30 days after receiving such notice to provide Notice of Intent to Purchase the Water System or pmiion thereof to which such bona fide offer refers at the amount of said offer; provided, that if the third party offer is for a consideration other than cash, the City shall have the right to pay the fair market value of such consideration in cash. Upon delivery of the Notice of Intent to Purchase, the City shall hold a revenue bond election for the purpose of securing voter approval of the purchase at the next available election date and/or utilize City funds directly available in a capital account, enterprise fund, general fund, or other readily available City fund or account to complete the purchase. For the purpose of this Section 6, "Next Available Election Date" shall mean the earliest possible election date based on the time required by law for legal notice of such an election and for the conduct of any required public hearings. If the bond is approved at said election, the City shall proceed in good faith to secure bonds to pay the purchase price ("Finm1ce") as expeditiously as possible. Closing of the transaction between the City and EWC that is the subject of this Section 6 shall not extend more than 180 days from the date of the revenue bond election, or if the election is challenged in a legal proceeding, the CITY OF EAGLE- EAGLE WATER COMPANY INTERTIE AGREEMENT- 2 EXHIBIT R PAGE 2 OF 5 ---PAGE BREAK--- Closing shall occur no more than 90 days after final resolution of any such legal challenge. In the event that a revenue bond election is not required because the City has the necessary funds directly available in a capital account, enterprise fund, general fund, or other readily available City fund or account to finance the transaction in lieu of holding a revenue bond election, then the Closing of the transaction between the City and EWC that is the subject of this Section 6 shall occur no later than 60 days after the City provides EWC with its Notice of Intent to Purchase. For purposes of this Section 6, this Right of First Refusal applies solely to an "EWC Change of Control Transaction", which means one or a series of transactions in which all or substantially all of EWC's Water System is sold to a third party, or (ii) there is a stock sale, merger, consolidation or similar transaction as a result of which said third party owns a majority of the outstanding voting and outstanding capital stock of EWC or any successor owner of EWC. This Right of First Refusal shall be permanent and shall survive any termination or other modification of this Agreement, save and except for a termination by the City other than for a non-cured default by EWC per Section 7, below. 7. Termination. EWC or the City shall have the right to terminate the Intertie connection upon 30 days prior written notice to the other party. In the event the City terminates the Inte1iie com1ection for any reason other than a non-cured default by EWC under Section 10 of this Agreement, then the Rights of First Refusal in Sections 3 and 6 of this Agreement shall likewise tenninate. 8. Authority. Each individual executing this Agreement below on behalf of a pmiy represents and warrants to the other party that the execution, delivery and performance of this Agreement has been duly authorized by all necessary corporate or municipal action by such party, that such individual is duly authorized to execute and deliver this Agreement on behalf of such pmiy, and that this Agreement is a legal and valid obligation of such party, enforceable against such pmiy in accordance with its terms. 9. Force Majeure. Except for obligations to make payment, nonperformance of either pmiy shall be excused to the extent that performance is rendered impossible by strike, fire, flood, governmental acts, orders or restrictions, or any other reason where failure to perform is beyond the control and not caused by the negligence of the non-performing party. 10. Default and Remedies. 1 0.1. Default. Each of the following events shall constitute an event of default: 1 0.1.1. EWC fails to make, on or before the date which it is due, any payment to be made to the City pursuant to the provisions of this Agreement; or 10.1.2. Either party materially breaches this Agreement. 10.2. Remedies. If any default shall occur, the non-defaulting pmiy shall give the defaulting pa1iy notice of default. Such default must be cured within fifteen (15) days of the Notice of Default unless such default is curable but cmmot be reasonably cured within ten (1 0) days after giving the Notice of Default and the defaulting party commences within such ten (1 0) day period to cure such default and prosecutes the same to conclusion with reasonable diligence. CITY OF EAGLE- EAGLE WATER COMPANY INTERTIE AGREEMENT- 3 EXHIBIT R PAGE 3 OF 5 ---PAGE BREAK--- The foregoing remedy shall be in addition to and shall not exclude any other remedy available to the pmiies under applicable law. 11. Attorneys Fees. In the event an arbitration, suit or action is brought by any party under this Agreement to enforce any of its terms, or in any appeal therefrom, it is agreed that the prevailing party shall be entitled to reasonable attorney fees to be fixed by the arbitrator, or comi of applicable jurisdiction. 12. Notices. All notices or other communications required or permitted hereunder, including notices to Mortgagees, shall, unless otherwise provided herein, be in writing, shall be personally delivered, delivered by reputable overnight courier, or sent by registered or certified mail, return receipt requested, and postage prepaid, addressed to the parties at the following addresses: if to the City: City of Eagle Office of the City Clerk 660 East Civic Lane Eagle, ID 83616 If to Eagle Water: Eagle Water Company, Inc. 1 72 West State Street Eagle, ID 83616 With a copy to: Molly O'Leary Richardson & O'Leary, PLLC P.O. Box 7218 Boise, Idaho 83 707 Notices personally delivered shall be deemed given the day so delivered. Notices given by overnight courier shall be deemed given on the first business day following the mailing date. Notices mailed as provided herein shall be deemed given on the third business day following the mailing date. Notice of change of address shall be given by written notice in a manner detailed in this Section 12. 13. Governing Law. The parties intend that this contract shall be governed by and construed in accordance with the laws of the State of Idaho, without regard to choice of law rules. 14. Counterparts. This Agreement may be signed in counterpmis, each of which shall constitute part of the original document. CITY OF EAGLE- EAGLE WATER COMPANY INTERTIE AGREEMENT- 4 EXHIBIT R PAGE 4 OF 5 ---PAGE BREAK--- IN WITNESS WHEREOF, the parties have executed this Agreement as of the date first written above. EWC: EAGLE WATER COMPANY, an Idaho corporation B~ Robert V. DeShazo, Jr., Rr sident City: CITY OF EAGLE, IDAHO aho municipal corporation Phi Bandy, Mayor ATTEST: By:lt