CAPITAL IMPROVEMENTS PROGRAM

Transcription

1 CAPITAL IMPROVEMENTS PROGRAM FISCAL YEARS Orange Water and Sewer Authority Carrboro Chapel Hill, North Carolina OWASA A public, non-profit agency providing water, sewer and reclaimed water services to the Carrboro-Chapel Hill community.

2 Cover photo: Water main replacement work at night on Hillsborough Street

3 ORANGE WATER AND SEWER AUTHORITY A public, non-profit agency providing water, sewer and reclaimed water services to the Carrboro-Chapel Hill community. Subject: Capital Improvements Program for Fiscal Years I am pleased to present the Capital Improvements Program (CIP) for Fiscal Years The CIP is the culmination of an annual process of capital needs assessment and prioritization completed as part of OWASA s Asset Management Program. This five-year CIP outlines an $87 million plan for investment in the community s water, sewer, and reclaimed water infrastructure and represents OWASA s commitment to providing high quality and reliable service into the future. The funding level is about $1 million less than the amount included in last year s financial plan for this same five-year period. The funding totals for Fiscal Years (FY) 2017 through 2021 are presented in the chart to the right. As in prior CIPs, the vast majority of the FY CIP is dedicated to the rehabilitation of existing infrastructure (roughly 80% for the fiveyear period), as opposed to system growth (8%), or system enhancements (12%). The CIP includes nearly $24 million for rehabilitation or replacement of water mains, $12 million for evaluation and rehabilitation of wastewater collection (sewer) mains, rehabilitation work at our water treatment plant ($8 million) and wastewater treatment plant ($15 million), along with rehabilitation or replacement of other assets throughout the system which are nearing the end of their useful life. Specific project highlights of this CIP include the design and construction of the Rogers Road Area Sewer Extension (costs of which will be fully reimbursed by Orange County), the implementation of Advanced Metering Infrastructure (AMI), which is expected to increase efficiency and improve the customer service features of the metering process, and rehabilitation of the Rogerson Drive Pump Station. The CIP also includes funding for various needs assessments and planning efforts used to evaluate asset risks and to determine future capital investments required for the water distribution system, the wastewater collection system, and the wastewater treatment plant. We believe that the level of investment presented in this CIP leaves OWASA well-positioned to remain the sustainable, responsible, and environmentally focused organization that our community deserves and has come to expect. Vishnu Gangadharan, P.E. Engineering Manager Capital Improvements Program 400 Jones Ferry Road Carrboro, NC Equal Opportunity Employer Printed on Recycled Paper Voice (919)

4 OWASA CAPITAL IMPROVEMENTS PROGRAM FISCAL YEARS TABLE OF CONTENTS CATEGORY PAGE 270 RAW WATER SUPPLY SOURCES RAW WATER TRANSMISSION WATER TREATMENT FACILITIES DRINKING WATER PUMPING DRINKING WATER STORAGE DRINKING WATER TRANSMISSION AND DISTRIBUTION WASTEWATER COLLECTION LINES WASTEWATER PUMP STATIONS AND FORCE MAINS WASTEWATER TREATMENT AND RECYCLING RECLAIMED WATER CENTRAL OFFICE AND OPERATIONS 108 i

5 ORANGE WATER AND SEWER AUTHORITY SERVICE AREA AND RAW WATER SUPPLIES ii

6 ORANGE WATER AND SEWER AUTHORITY CAPITAL IMPROVEMENTS PROGRAM & BUDGET FISCAL YEARS OBJECTIVE This document summarizes OWASA's long-range Capital Improvements Program (CIP) and Budget for the 5-year period including Fiscal Years (FY) 2017 through Its objective is to help guide OWASA s efforts to meet the community's evolving needs for sustainable, reliable, and high quality water, wastewater (sewer), and reclaimed water services. BACKGROUND OWASA is a public, non-profit water, wastewater, and reclaimed water agency established in 1977 to serve the Carrboro-Chapel Hill community. OWASA s service area is defined as the Urban Services Area delineated by the Carrboro-Chapel Hill-Orange County Joint Planning Agreement and adopted by the Towns of Carrboro and Chapel Hill, and by Orange County. OWASA provides service to approximately 83,000 residents through about 21,400 customer accounts. OWASA owns and maintains 3 raw water pumping stations, approximately 16 miles of raw water lines, the Water Treatment Plant (WTP) at Jones Ferry Road, 379 miles of drinking water lines, 5 drinking water storage tanks, 341 miles of sewage collection lines (14 miles of this total are pressurized force mains), 21 wastewater pumping stations, the Wastewater Treatment Plant (WWTP) at Old Mason Farm Road, 5 miles of reclaimed water (RCW) lines, about 2,200 fire hydrants, and about 10,600 manholes. OWASA s current service area population has grown steadily from approximately 15,000 in 1960 to approximately 83,000 today. Utility service needs have increased accordingly and will continue to grow in the future. Meeting the community s needs requires periodic expansion and ongoing rehabilitation of the water, wastewater, and reclaimed water systems. Carrying out these long-range improvements while maintaining the high level of service expected by OWASA's customers requires a substantial and sustained financial commitment. In addition to the funding requirements for the capital projects outlined in this document, adequate support is needed for annual operating and maintenance expenses, such as treatment plant chemicals, electricity and natural gas, general supplies, and personnel costs. Federal and State standards for drinking water, wastewater, and reclaimed water will likely continue to become even more stringent in the future, resulting in additional capital and operating costs. Large amounts of energy are required to pump, treat, and deliver drinking water and reclaimed water to OWASA s customers, as well as to collect and treat the community s wastewater. OWASA recognizes the important link between water and energy and is committed to reducing energy use and greenhouse gas emissions associated with its operations. Critical to that effort is prioritizing energy efficiency and sustainability in our capital improvement program. Installation of more efficient pumps and motors, heating and air conditioning systems, lights, and controls are planned for several areas of our operations and incorporated into a number of capital projects included in the CIP. To the extent practical, capital projects are designed to reduce future energy requirements and costs as well as OWASA s carbon footprint. iii

7 In the coming year, we will develop a formal energy management plan with goals and objectives for energy efficiency and the use of renewable energy. Future CIPs will reflect the projects and investments needed to meet the goals and objectives established in that plan. PURPOSE OF CAPITAL IMPROVEMENTS PLANNING AND BUDGETING Capital outlays differ from annual operating expenses. They are typically large in size and irregular in frequency and involve the construction of assets that last for decades. The effects of major capital decisions tend to be longer lasting than annual operating and maintenance decisions and require somewhat different planning and budgeting methods. OWASA has prepared this CIP in response to those needs. This document includes water, wastewater, and reclaimed water projects anticipated to be needed during the next five years. The CIP incorporates information and analyses from our asset management program and other planning efforts. Projects are developed using the asset management program s Rehabilitation and Replacement Forecast Model, hydraulic models and risk prioritization models for both the collection system and distribution system, the Long Range Water Supply Plan, the Wastewater Treatment Plant hydraulic and treatment capacity study, and numerous other planning tools. These projects are then prioritized using a CIP Prioritization Model. The Capital Improvements Budget (CIB) is the financing component for the program and is a major factor in OWASA's financial management decisions. To a significant extent, the CIB drives OWASA s periodic adjustment of rates and fees and affects the timing and extent of revenue bond initiatives, which enable OWASA to borrow money. Before issuing revenue bonds, OWASA must complete a financial feasibility evaluation, including a five-year projection of revenues, operating and maintenance expenses, debt service payments, and capital expenditures. The CIB is an important element of that analysis. The preparation and annual update of the CIP/CIB accomplishes several important objectives: 1. It helps plan for the orderly repair and replacement of existing facilities; provides the ability to deal with a broad range of needs as a whole; and develops a balanced long-range program for meeting OWASA's objectives. 2. It helps provide adequate lead time for project planning, regulatory permitting, project design, land acquisition, construction, etc. in order to ensure that the necessary facilities are in place when they are needed. 3. It provides a framework for analyzing a wider range of acceptable (and less costly) alternatives than might otherwise be considered under a narrower and more time-limited evaluation. 4. It provides a long-term perspective for assessing the adequacy of rates and fees and the timing and amount of debt-financing (revenue bond issues, State revolving fund loans, etc.). 5. It provides a framework for identifying, ranking, and executing projects for which the needs are most urgent, thereby minimizing customer inconvenience, project delays, and unnecessary carrying costs, and enabling the targeting of limited funds to the highest priority projects. FRAMEWORK The CIP book is organized into sections that provide descriptive information on OWASA s proposed capital improvements for FY 2017 through Projects have been grouped along functional lines into iv

8 the following 11 major categories (numbered 270 through 280) which generally correspond to the overall movement of water through the OWASA system: RAW WATER SUPPLY SOURCES RAW WATER TRANSMISSION WATER TREATMENT FACILITIES DRINKING WATER PUMPING DRINKING WATER STORAGE DRINKING WATER TRANSMISSION AND DISTRIBUTION WASTEWATER COLLECTION LINES WASTEWATER PUMP STATIONS AND FORCE MAINS WASTEWATER TREATMENT AND RECYCLING RECLAIMED WATER CENTRAL OFFICE AND OPERATIONS Information within each project category generally is provided as follows: a general description of existing facilities; the need for additional or modified facilities; a summary table showing estimated costs of the suggested improvements; and specific information for each proposed project. ASSUMPTIONS Major facility needs are based on demand forecasts developed in OWASA s Long-Range Water Supply Plan. The basic assumptions that underlie these demand forecasts include the following: 1. OWASA s service area, which is defined as the Urban Services Area delineated by the Carrboro- Chapel Hill-Orange County Joint Planning Agreement, will remain unchanged. 2. Future demand projections will continue to be based on retail water sales within the Carrboro-Chapel Hill Urban Services Area, as delineated by the Towns of Carrboro and Chapel Hill. Future demands do not anticipate any retail or wholesale delivery outside of this service area. 3. Due to the limited amount of land available for future growth and development under the existing plans and policies of Carrboro and Chapel Hill, OWASA s service area is expected to be built out sometime before 2060, but neither the timing nor rate of this is known. 4. The regulatory environment for water and wastewater treatment will remain substantially as it is today. Capital cost projections assume the continuation of existing OWASA policies; e.g., that OWASA funds will not be used for water/wastewater/reclaimed water extensions into new developments. Future cost projections are escalated at an annual rate of 5%. v

9 Many long range project needs and cost estimates are based on preliminary analyses that will be further refined in subsequent CIP/CIBs as projects enter the design/construction phase and the scope and cost estimates are refined. PROJECTED EXPENDITURES Summary Table 1 presents an overview of the entire five-year planning period and lists the total estimated costs of the capital projects proposed in each of the 11 major categories. Total projected expenditures are approximately $87 million for the five-year period. FINANCING Guidance for funding the improvements outlined in this document is provided in OWASA's Financial Management Policy. OWASA s capital improvement costs are funded almost exclusively through revenue received from customers: opportunities for Federal or State grants are very limited and are not expected to represent significant or recurring funding sources. Where possible, OWASA also pursues grant funding and/or lowor no-interest loans through State and Federal revolving loan and grant programs. SUMMARY The development, review, and continuous refinement of the CIP/CIB, as part of the overall planning and budgeting process, contributes significantly to OWASA s ability to take the proactive measures necessary to meet the needs and expectations of its customers today and in the future. While OWASA believes the plans outlined in this comprehensive document represent a prudent, disciplined approach to meeting the goals and objectives of the organization and, more importantly, meeting the expectations of the communities that OWASA serves, CIP planning efforts in the coming years will continue to present significant challenges for OWASA and the water/wastewater utility industry as a whole. vi

10 ORANGE WATER AND SEWER AUTHORITY CAPITAL IMPROVEMENTS PROGRAM SUMMARY TABLE By Category: Raw Water Supply Sources FY 2017 FY 2018 FY 2019 FY 2020 FY 2021 Five-Year Total $970,000 $150,000 $1,520,000 $1,120,000 $20,000 $3,780, Raw Water Transmission $0 $0 $28,000 $0 $0 $28, Water Treatment Facilities $940,000 $1,675,000 $855,000 $2,482,000 $2,606,000 $8,558, Drinking Water Pumping $0 $0 $0 $0 $0 $0 274 Drinking Water Storage $0 $0 $0 $0 $0 $0 275 Drinking Water Transmission and Distribution $4,354,000 $9,053,000 $7,094,000 $4,917,000 $5,105,000 $30,523, Wastewater Collection $4,198,000 $4,346,000 $3,631,000 $2,570,000 $4,247,000 $18,992, Wastewater Pump Stations and Force Mains Wastewater Treatment and Recycling $505,000 $4,009,000 $105,000 $946,000 $326,000 $5,891,000 $1,801,000 $2,468,000 $2,410,000 $4,974,000 $5,074,000 $16,727, Reclaimed Water $0 $0 $0 $0 $0 $0 280 Central Office and Operations TOTALS $880,000 $805,000 $0 $452,000 $474,000 $2,611,000 $13,648,000 $22,506,000 $15,643,000 $17,461,000 $17,852,000 $87,110,000 By Funding Source: FY 2017 FY 2018 FY 2019 FY 2020 FY 2021 Five-Year Total Cash $13,648,000 $5,631,000 $15,643,000 $0 $11,864,000 $46,786,000 Potential Bonds/Loans $0 $16,875,000 $0 $17,461,000 $5,988,000 $40,324,000 Grants $0 $0 $0 $0 $0 $0 TOTALS $13,648,000 $22,506,000 $15,643,000 $17,461,000 $17,852,000 $87,110,000 vii

11 CATEGORY 270: RAW WATER SUPPLY SOURCES Background Ninety percent of OWASA's water supply originates as rainfall and surface runoff from within Orange County. The remaining ten percent comes from nearby portions of our watersheds in Alamance and Chatham Counties. Because natural streamflow is not sufficient to meet customer demands at all times, OWASA relies on three storage reservoirs to capture and store excess water during periods of higher flow. Existing Facilities Cane Creek Reservoir OWASA s existing raw water supplies are University Lake, Cane Creek Reservoir, and the Quarry Reservoir. OWASA also holds a storage allocation at the B. Everett Jordan Reservoir (Jordan Lake) in Chatham County. OWASA's oldest supply source is University Lake, which was impounded on Morgan Creek in It is located near Jones Ferry Road adjacent to the western corporate limits of Carrboro. This 212-acre reservoir drains a 30-square mile watershed and has a usable storage capacity of about 450 million gallons (MG). The lake and about 500 acres of adjacent lands are owned by the University of North Carolina (UNC). OWASA is entitled to use University Lake as a water supply source and controls all land within 100 feet of the shoreline through a contractual agreement with UNC. The 540-acre Cane Creek Reservoir, completed in 1989, is located near NC Highway 54 about 11 miles west of Carrboro and can store approximately 3 billion gallons (BG) of water derived from its 32-square mile drainage area. More than 2,000 acres of surrounding watershed land is either owned by OWASA or protected through OWASA conservation easements. OWASA s third existing water supply source is the Quarry Reservoir, located on NC 54 about 5 miles west of Carrboro in the University Lake watershed. It was acquired in 1979 to supplement raw water supplies during severe droughts or other emergencies. It can be filled with excess water from the Cane Creek Reservoir and currently has a usable storage volume of 200 MG. OWASA purchased additional land around the quarry in 2000, which it leases to American Stone Company. Approvals were obtained in 2001 to expand the American Stone Company s quarrying operations in the direction of OWASA s Quarry Reservoir. Operations will cease by 2030 and the large remaining quarry pit will be available for use as raw water storage, providing a total storage volume of up to 3 BG. Improvements completed in 2007 increased the pumping capacity from the Quarry Reservoir and provide additional operational flexibility for the overall water supply system. Key findings of OWASA s 2010 Long-Range Water Supply Plan (LRWSP) Final Report included the following: (1) OWASA s locally protected water supplies can meet most expected needs for the next 50 years, but it is essential that gains in water efficiency achieved since 2002 be sustained in the future; (2) expanding the Quarry Reservoir is the most cost-effective supply expansion strategy and will provide full local control of a substantial amount of high quality water; (3) Jordan Lake represents an essential insurance policy in the event of severe drought or other emergency; and (4) OWASA should develop water purchase/sale agreements with neighboring utilities that will secure the permanent ability to cost- 1

12 effectively purchase water under appropriate conditions of supply and demand. OWASA is in the process of updating the LRWSP to ensure a reliable and high quality supply of water for the next 50 years. Cane Creek, University Lake, and the existing Quarry Reservoir receive sufficient streamflow and have enough storage and transmission capacity to support an average yield of approximately 10.5 million gallons per day (MGD) while still retaining an emergency storage reserve of 700 MG (~20% of capacity) under the worst drought of record conditions for OWASA ( ). Expansion of the Quarry Reservoir will eventually provide a total system yield of MGD depending on the quarry s actual excavated volume when mining ends in 2030 and on additional capital improvements that may be needed to fully utilize the expanded storage volume. Existing interconnections provide the capacity to receive approximately 7 MGD of treated drinking water from the City of Durham and 3 MGD from the Town of Hillsborough, but due to capacity constraints at Hillsborough s WTP, the transfer ability may be limited to 1 or 1.5 MGD. 16 Raw Water Average Annual Day Demand Projections Raw Water Pumped (mgd) Existing Yield Actual ` Demands BG Quarry Future Demands 4 '80 '85 '90 '95 '00 '05 '10 '15 '20 '25 '30 '35 '40 '45 '50 '55 '60 Fiscal Year Yield based on 82-year daily streamflow record and 20% reservoir storage reserve "High" Demand Scenario "Expected" Demand Yield based on 30% reduction of historic streamflow and 20% storage reserve "Low" Demand Future demands are shown per LRWSP Appendix II, Attachment 4, rev 8/30/2011; these demands are being reassessed as part of the ongoing LRWSP update. Projections of future demand developed as part of the LRWSP comprise a range of population growth, density, development, and water consumption scenarios that may occur through The diamond-shaped data points in the figure above represent actual raw water demand since The large rectangles indicate the operational yield of OWASA s existing reservoir/quarry system and 2

13 additional yield that will result from a 1.3 BG expansion of Quarry Reservoir storage. This figure is based on the least volume that would be available after 2030 per American Stone Company s minimum production commitment and would be accessible with OWASA s existing pumping facilities; i.e., with little or no need for major capital improvements. As noted above, eventual storage capacity and system yield could be substantially greater depending on the quarry s actual excavated volume in 2030 and on additional capital improvements that may ultimately be needed to fully utilize the expanded storage volume. The upper margin of each rectangle represents total system yield calculated from 82 years of historic streamflow data. The lower margins are based on a 30% reduction of actual streamflow in order to approximate future hydrologic conditions that might result from major changes in weather patterns and/or watershed land use/land cover. All yield calculations assume that 20% of usable reservoir storage is held in reserve for extreme (emergency) drought conditions. OWASA currently holds an allocation of 5% of Jordan Lake s water supply storage capacity, which can provide a yield of about 5 MGD. OWASA s allocation was converted from Level II (long-term future use) to Level I (nearer term use in the event of severe drought or water supply emergency) in March Although OWASA s goal is to maximize use of the Cane Creek/University Lake/expanded Quarry Reservoir system, Jordan Lake represents an important supplemental source for meeting water demands under certain conditions of supply and demand, especially until the expanded Quarry Reservoir is available in the early 2030 s. OWASA is participating via a Memorandum of Understanding in the Jordan Lake Partnership (JLP) with Durham, Cary, Chatham County, Apex, Hillsborough, Holly Springs, Morrisville, Orange County, Pittsboro, Raleigh, Sanford, and Wake County. A principal goal of the Partnership is to collaboratively define Jordan Lake s role in a long term sustainable and secure regional water supply for the Triangle Region. The JLP developed the Triangle Regional Water Supply Plan to ensure long-term water needs for all of its members and served as the basis for the individual allocation applications for the Jordan Lake Round 4 allocation process. OWASA applied to maintain its existing water supply allocation. Final decisions on the allocation requests will be made in Planned Improvements is under contract and will commence in the summer of 2016 for a new sodium permanganate facility at the Cane Creek Reservoir pump station (CIP ). The CIP includes several other projects that will improve and ensure the long-term viability of the raw water system. These include rehabilitating the University Lake Pump Station roof and pump motors (CIP ), replacing the Cane Creek Reservoir pump station s main switchgear (CIP ), and installing new sodium permanganate feed systems at the University Lake Pump Station (CIP ). 3

14 CATEGORY 270: RAW WATER SUPPLY SOURCES FY 2017 FY 2018 FY 2019 FY 2020 FY 2021 Five-Year Total Jordan Lake Raw Water Supply Allocation $5,000 $5,000 $5,000 $5,000 $5,000 $25, Quarry Reservoir Development $15,000 $15,000 $15,000 $15,000 $15,000 $75, University Lake Pump Station Improvements Cane Creek Pump Station Improvements Cane Creek Permanganate Facility University Lake Permanganate Facility $50,000 $65,000 $700,000 $0 $0 $815,000 $0 $65,000 $700,000 $0 $0 $765,000 $900,000 $0 $0 $0 $0 $900,000 $0 $0 $100,000 $1,100,000 $0 $1,200, Category Total $970,000 $150,000 $1,520,000 $1,120,000 $20,000 $3,780,000 4

15 JORDAN LAKE RAW WATER SUPPLY ALLOCATION OWASA s locally protected water supplies can meet most expected needs for the next 50 years, but Jordan Lake will provide an essential supplemental source under certain conditions of supply and demand, especially until the expanded Quarry Reservoir is available in the early 2030 s. OWASA holds an allocation of 5% of Jordan Lake s water supply storage capacity, which can provide a yield of about 5 MGD, but the only feasible access to that allocation will be through intake, treatment, and transmission facilities that are owned, operated, and/or developed by, or in collaboration with, other entities. OWASA is currently pursuing such opportunities through the Jordan Lake Partnership, which was created in 2009 by local jurisdictions and water utilities to jointly plan for the expanded, cost-effective use of the Jordan Lake water supply and to identify opportunities for collaboration on the future development and use of water supply facilities. Staff has begun discussions with City of Durham (Durham) and Town of Cary (Cary) staff about amended or new water transfer agreements among the three entities; however, the CIP does not include funding to obtain improved (guaranteed) agreements with Durham and Cary for water purchases during extreme droughts or operational emergencies. It is not known at this time what role, if any, OWASA s 125 acres of property on the western side of Jordan Lake in Chatham County will play in such future scenarios. OWASA converted its 5% Level II Water Supply Storage Allocation to a 5% Level I Water Storage Allocation in FY 2013 and will continue to pay a proportional share (approximately $5,000 annually) of the U.S. Army Corps of Engineers annual O&M fees for operation of the reservoir. BENEFITS: increases reliability and reduces operational risk due to water shortages Planning $5,000 $5,000 $5,000 $5,000 $5,000 $25,000 Design/Land $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 Inspection $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 Contingency $0 $0 $0 $0 $0 $0 TOTAL $5,000 $5,000 $5,000 $5,000 $5,000 $25,000 5

16 QUARRY RESERVOIR DEVELOPMENT In 2000, OWASA acquired the property north of NC Highway 54 and west of (Old) Bethel-Hickory Grove Church Road on which the American Stone Company s active quarry operations are currently located. The final land acquisition payment was made in FY Ongoing annual payments of $15,000 are made to Orange County s No-fault Well Repair Fund in compliance with the Special Use Permit conditions under which OWASA will expand the Quarry Reservoir. The payments will end in FY 2030, which is when quarrying operations will cease. BENEFITS: required by permit for future quarry expansion Planning $15,000 $15,000 $15,000 $15,000 $15,000 $75,000 Design/Land $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 Inspection $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 Contingency $0 $0 $0 $0 $0 $0 TOTAL $15,000 $15,000 $15,000 $15,000 $15,000 $75,000 6

17 UNIVERSITY LAKE PUMP STATION IMPROVEMENTS Funds are included beginning in FY 2017 for a project to replace the pump station roof and Pump Nos. 1 3, which are nearing the end of their useful life. A FY 2017 planning study will evaluate alternative pump types and combinations with the potential to provide more efficient pumping. is planned for FY This work was identified by OWASA maintenance staff. BENEFITS: replaces aging assets; potentially reduces energy use Planning $45,000 $0 $0 $0 $0 $45,000 Design/Land $0 $59,000 $0 $0 $0 $59,000 $0 $0 $581,000 $0 $0 $581,000 Inspection $0 $0 $29,000 $0 $0 $29,000 $0 $0 $29,000 $0 $0 $29,000 Contingency $5,000 $6,000 $61,000 $0 $0 $72,000 TOTAL $50,000 $65,000 $700,000 $0 $0 $815,000 7

18 CANE CREEK PUMP STATION IMPROVEMENTS Funds are included in FY 2018 and FY 2019 for adding automatic generator transfer switchgear, building a permanent enclosure for the generator, and installing variable frequency drives (VFD). This work was identified by OWASA maintenance staff. BENEFITS: replaces aging assets; reduces operational risk through safer and faster transfer to backup power; potentially reduces energy use Planning $0 $0 $0 $0 $0 $0 Design/Land $0 $59,000 $0 $0 $0 $59,000 $0 $0 $581,000 $0 $0 $581,000 Inspection $0 $0 $29,000 $0 $0 $29,000 $0 $0 $29,000 $0 $0 $29,000 Contingency $0 $6,000 $61,000 $0 $0 $67,000 TOTAL $0 $65,000 $700,000 $0 $0 $765,000 8

19 CANE CREEK RESERVOIR PERMANGANATE FACILITY A FY 2013 study of the existing dry potassium permanganate feed system recommended relocation of the permanent feed system from the Water Treatment Plant (WTP) to the two raw water reservoirs, Cane Creek Reservoir and University Lake, in order to increase contact times. Furthermore, the study concluded that liquid sodium permanganate feed systems would be more economical and safer than equivalent dry potassium permanganate feed systems. is under contract for the facility at Cane Creek Reservoir and is scheduled to begin in early FY 2017 and be completed by March The permanganate facility at University Lake is funded under CIP BENEFITS: reduces safety risk; increases reliability and reduces operational risk; increases performance Planning $0 $0 $0 $0 $0 $0 Design/Land $0 $0 $0 $0 $0 $0 $681,000 $0 $0 $0 $0 $681,000 Inspection $69,000 $0 $0 $0 $0 $69,000 $69,000 $0 $0 $0 $0 $69,000 Contingency $81,000 $0 $0 $0 $0 $81,000 TOTAL $900,000 $0 $0 $0 $0 $900,000 9

20 UNIVERSITY LAKE PERMANGANATE FACILITY A FY 2013 study of the existing dry potassium permanganate feed system recommended relocation of the permanent feed system from the WTP to the two raw water reservoirs, Cane Creek Reservoir and University Lake, in order to increase contact times. Furthermore, the study concluded that liquid sodium permanganate feed systems would be more economical and safer than equivalent dry potassium permanganate feed systems. of a new permanganate facility at University Lake is currently funded for FY 2020, with design completed in the prior year. The Cane Creek Reservoir permanganate facility is funded under CIP BENEFITS: reduces safety risk; increases reliability and reduces operational risk; increases performance Planning $0 $0 $0 $0 $0 $0 Design/Land $0 $0 $91,000 $0 $0 $91,000 $0 $0 $0 $825,000 $0 $825,000 Inspection $0 $0 $0 $42,000 $0 $42,000 $0 $0 $0 $42,000 $0 $42,000 Contingency $0 $0 $9,000 $91,000 $0 $100,000 TOTAL $0 $0 $100,000 $1,000,000 $0 $1,100,000 10

21 CATEGORY 271: RAW WATER TRANSMISSION Background Water from OWASA's raw water supply storage reservoirs is pumped through transmission mains to the Water Treatment Plant (WTP). These mains are sized to carry the maximum daily flow demands in the service area. Where economically feasible, transmission mains are also sized to maximize the available yield from the system and to provide redundant capacity. Existing Facilities Raw water is pumped from University Lake to the WTP in Carrboro by three constant speed electrically-driven pumps, one variable frequency drive electrically-driven pump, and one diesel engine-driven pump. The maximum effective combined operating capacity of about 18 million gallons per day (MGD) is achieved by operating the three constant speed electrically-driven pumps in parallel. Water is conveyed through two separate transmission mains: a 6,000 foot, 20-inch concrete main constructed in 1963 and a 7,000 foot, 42- inch ductile iron pipe (DIP) main built in Water is pumped from the Cane Creek Reservoir by two 2-speed pumps, each originally capable of delivering 12 MGD at high speed, and 6 or 8 MGD at low speed. The pumps are not configured to operate simultaneously. Water is pumped through 33,300 feet of 24-inch DIP located along NC 54, where it can be diverted to either the Quarry Reservoir or University Lake via Phil s Creek. An additional 24,500 feet of 30-inch raw water transmission piping, completed in 1991, allows delivery of Cane Creek water directly to the WTP. The actual transmission capacity of the Cane Creek raw water line is 10.7 MGD. The current Quarry Reservoir configuration provides 200 million gallons of additional storage capacity. The pump station completed in 2007 has a capacity of 4 to 6 MGD, depending on the water level in the quarry. The quarry water is delivered to the WTP through a connection to the Cane Creek raw water transmission main. Planned Improvements OWASA s April 2010 Long-Range Water Supply Plan (Technical Memorandum V-B: Evaluation of Raw Water Transmission Capacity from Cane Creek Reservoir and the Quarry Reservoir) determined that raw water transmission capacity does not constrain the yield of the three existing reservoirs, but that pumping station capacity at the Quarry Reservoir will become a constraining factor if (or when) quarry storage is expanded beyond 1.5 BG. The CIP includes a detailed capacity study of the Cane Creek Raw Water Transmission Main (CIP ) in FY 2019 to determine if the main needs to be cleaned to maintain its carrying capacity. CATEGORY 271: RAW WATER TRANSMISSION FY 2017 FY 2018 FY 2019 FY 2020 FY 2021 Five-Year Total Cane Creek Raw Water Transmission Main Capacity Study $0 $0 $28,000 $0 $0 $28, Category Total $0 $0 $28,000 $0 $0 $28,000 11

22 CANE CREEK RAW WATER MAIN TRANSMISSION Funding is provided in FY 2019 to test the friction coefficient in the existing 24-inch diameter raw water main from the Cane Creek Reservoir to the Quarry Reservoir in order to determine if the main needs to be cleaned to restore its carrying capacity. BENEFITS: determines asset risk Planning $0 $0 $28,000 $0 $0 $28,000 Design/Land $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 Inspection $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 Contingency $0 $0 $0 $0 $0 $0 TOTAL $0 $0 $28,000 $0 $0 $28,000 12

23 CATEGORY 272: WATER TREATMENT FACILITIES Background Raw water withdrawn from OWASA s water supply reservoirs is treated by chemical and physical processes at the Water Treatment Plant (WTP). Unlike our reservoirs, which are sized to meet average daily demand calculated over a year, the WTP must be able to meet the maximum or peak demand on any given day. Existing Facilities Water from University Lake, Cane Creek Reservoir, and the Quarry Reservoir is treated at the WTP, which is located on a 17-acre site on Jones Ferry Road in Carrboro. The WTP is configured with a chemical flash mixer followed by two parallel (independent) treatment trains: 1. Conventional coagulation/flocculation chamber followed by five gravity settling basins which can be operated at variable rates with a combined capacity of 10 million gallons per day (MGD). 2. Two upflow clarifiers with have a combined capacity of an additional 10 MGD. The two clarification processes are operated together to meet system demands. Clarified water is further treated through ten dual-media filters with a total surface area of 3,880 square feet. The permitted filtration rate of 4.0 gallons per square foot per minute limits the WTP capacity to its present capacity of 20 MGD. Chemicals used in the treatment process include ferric sulfate for coagulation, liquid caustic (sodium hydroxide) for ph control, sodium permanganate and powdered activated carbon for taste and odor control, a blend of orthophosphates and polyphosphates for corrosion control, sodium hypochlorite and ammonia (ammonium sulfate) for chloramine disinfection, and hydrofluosilicic acid for community-wide dental protection. The 1.5 million gallon clearwell (underground water reservoir) stores drinking water at the WTP before it is pumped into the distribution system. The WTP was originally built in 1948 with a capacity of 3 MGD and was expanded to 5 MGD and 10 MGD in 1963 and 1974, respectively. Upflow clarifiers added in 1990 increased the capacity to 12.5 MGD, and the addition of new filters, solids handling, and chemical feed facilities increased the capacity to 15 MGD 13

24 in Curtain baffles were installed in the clearwell in 1999 to improve disinfectant contact time. Additional solids handling facility improvements were completed in 2001 and increased the ability to support sedimentation solids and filter backwash requirements. Additional backwash storage and treatment facilities, along with the addition of a gravity thickener and a belt filter press provided the capacity to handle solids produced by a 20 MGD plant. This project was followed by four different phases of WTP improvements. Phase I improved the filter efficiency and provided new underdrains for the eight existing filters, as well as blowers for air scouring the filters. Phase II, which was completed in January 2002, increased the drinking water pumping capacity from 15 to 18 MGD. This project also included installation of an ammonia feed system for chloramine disinfection, a process which decreases the concentration of disinfection byproducts (DBPs), provides more reliable compliance with state and federal DBP limits, and improves drinking water taste. Phase III was completed later in 2002 and provided two new filters, which increased the total capacity of all 10 filters from 17.3 MGD to 22.3 MGD, thereby increasing the WTP overall firm capacity from 18 MGD to its current capacity of 20 MGD. Phase IV was completed in 2006 and included the installation of a permanent process water recycling system in FY 2005 to enable the reuse of process water from the solids handling system and backwash clarifiers. This state-approved recycling system reduced raw water withdrawals from the reservoirs and the associated use of electrical energy for raw water pumping by 6 to 7 percent. Other Phase IV improvements completed in FY 2006 included clearwell and bypass pumping modifications. Other WTP improvements have been made since the completion of the above phased work. Structural improvements and repairs to filter gullets (water channels) for Filters #1 through #5 were completed in FY Following a fire at the WTP in August 2007, the 2,300-volt Drinking Water Pumps Nos. 1, 2, and 3 were replaced with a single 480-volt, 300 horsepower horizontal split-case pump with a variable frequency drive (VFD). The new pump is much more energy efficient and requires less maintenance than the old pumps that were removed from service. A new 1,000 kilowatt generator was installed in June More recently, rehabilitation and upgrades were completed in 2014 to the two upflow clarifiers (pulsators) originally installed in Planned Improvements Planned WTP improvements for the five-year period include security system upgrades (CIP ), switchgear upgrades (CIP ), louver replacements for the generator building (CIP ), flash mix basins valve replacement (CIP ), facility lighting improvements (CIP ), installation of a solids conveyor system (CIP ), sedimentation basins rehabilitation (CIP ), replacement of filter media and a backwash pump (CIP ), upgrades/rehabilitation of drinking water pumps (CIP ), Trac-Vac system rehabilitation (CIP ), and replacement of several turbidimeters (CIP ). Projected peak-day drinking water demands and anticipated treatment capacity improvements for the WTP are shown in the graph on the following page. Since FY 1999 (the year with the highest peak-day demand on record) water demands have declined by almost 35 percent despite a 28 percent increase in the number of customer accounts over that same period. Water conservation efforts by OWASA s customers, together with the University s use of reclaimed water commencing in 2009, have freed up water supply and treatment capacity to meet future needs, thereby enabling OWASA to substantially defer the need for additional water treatment capacity. 14

25 The CIP includes only rehabilitation and replacement capital investment in water treatment facilities during the coming years. The potential exists for more stringent drinking water quality standards in the future; however, those are not addressed in this CIP as the timing, nature, and costs would be highly speculative. Any significant increase in drinking water quality standards will undoubtedly require significant increases in both capital and operations and maintenance expenditures in order to provide necessary changes to the plant s current treatment scheme. Million Gallons per Day (mgd) Peak-Day Drinking Water Projections Peak Day WTP Capacity = 20 mgd since 2002 Future Demands 10 Actual Peak ` Demands 8 '95 '00 '05 '10 '15 '20 '25 '30 '35 '40 '45 '50 '55 '60 Fiscal Year Peak Day Demand = Average Day x 1.45 A "High" Demand x 1.45 "Expected" Demand x 1.45 "Low" Demand x 1.45 A Actual peak day ratios (peak day/average day) from ranged from 1.35 to 1.65 with a mean value of OWASA's goal is to not exceed a single day peaking ratio of Future demands are shown per LRWSP Appendix II, Attachment 4, rev 8/30/2011; these demands are being reassessed as part of the ongoing LRWSP update. 15

26 CATEGORY 272: WATER TREATMENT FACILITIES FY 2017 FY 2018 FY 2019 FY 2020 FY 2021 Five-Year Total Water Treatment Plant Recapitalization and Rehabilitation Water Facility Security Upgrades $75,000 $0 $0 $2,216,000 $2,481,000 $4,772,000 $200,000 $125,000 $0 $0 $0 $325, Water Treatment Plant Switchgear Upgrade $85,000 $0 $0 $0 $0 $85, Water Treatment Plant Generator Building Louver Replacement Water Treatment Plant Flash Mix Basins Valve Replacement Water Treatment Plant Lighting Improvements $80,000 $0 $0 $0 $0 $80,000 $0 $35,000 $215,000 $0 $0 $250,000 $50,000 $0 $0 $0 $0 $50, Water Treatment Plant Solids Conveyor System Water Treatment Plant Sedimentation Basin Rehabilitation Water and Wastewater Facilities Concrete Condition Assessment Water Treatment Plant Filter Media and Backwash Pump Replacement Water Treatment Plant Turbidimeters Water Treatment Plant Finished Water Pump Improvements $0 $15,000 $140,000 $0 $0 $155,000 $100,000 $1,000,000 $0 $0 $0 $1,100,000 $100,000 $200,000 $200,000 $0 $0 $500,000 $250,000 $300,000 $300,000 $0 $0 $850,000 $0 $0 $0 $150,000 $0 $150,000 $0 $0 $0 $0 $125,000 $125, Water Treatment Plant Trac- Vac System Rehabilitation $0 $0 $0 $116,000 $0 $116, Category Total $940,000 $1,675,000 $855,000 $2,482,000 $2,606,000 $8,558,000 16

27 WATER TREATMENT PLANT RECAPITALIZATION AND REHABILITATION PROJECTS In order to maintain the reliable, efficient performance of the WTP and to program the funds needed to rehabilitate/replace key components in the future, CIP includes funding for replacement and rehabilitation of the WTP facilities that have exceeded their useful service life. Funds shown in FY 2017 are to complete the replacement of hypochlorite storage tanks at the WTP. A 2% recapitalization rate for the facility (2% of the estimated replacement value for the facility in FY 2011 dollars escalated 5% annually) is shown starting in the fourth year of any given CIP and extends through the remainder of the CIP planning horizon. However, recapitalization funds are not included in the first three years of any current CIP. BENEFITS: replaces or extends useful life of aging assets Planning $0 $0 $0 $0 $0 $0 Design/Land $0 $0 $0 $0 $0 $0 $61,000 $0 $0 $0 $0 $61,000 Inspection $4,000 $0 $0 $0 $0 $4,000 $4,000 $0 $0 $0 $0 $4,000 Contingency $6,000 $0 $0 $2,216,000 $2,481,000 $4,703,000 TOTAL $75,000 $0 $0 $2,216,000 $2,481,000 $4,772,000 17

28 WATER FACILITY SECURITY UPGRADES A FY 2015 security assessment identified several improvements to address immediate and known safety and security risks at the WTP facility. Many of the recommendations were implemented through the operating budget. Funding in FY 2016 provides for upgrades and augmentation of the security camera system, replacement of existing access controls system for doors and installation of perimeter security. Placeholder funding is provided in FY 2018 for security improvements at remote sites including Cane Creek Reservoir, University Lake, and booster pump stations. BENEFITS: improves safety and security; replaces and upgrades aging assets Planning $0 $0 $0 $0 $0 $0 Design/Land $0 $10,000 $0 $0 $0 $10,000 $163,000 $93,000 $0 $0 $0 $256,000 Inspection $9,000 $5,000 $0 $0 $0 $14,000 $9,000 $5,000 $0 $0 $0 $14,000 Contingency $19,000 $12,000 $0 $0 $0 $31,000 TOTAL $200,000 $125,000 $0 $0 $0 $325,000 18

29 WATER TREATMENT PLANT MAIN SWITCHGEAR UPGRADE The WTP main switchgear is used to switch power sources for essential water treatment equipment between the primary outside power source from Duke Energy and two OWASA-owned generators. The existing system is a fully manual open-transition system, meaning the utility power source and standby power source are not connected simultaneously and staff must move large breaker switches by hand to transfer power. This project will upgrade the existing switchgear equipment to an automatic opentransition system, allowing for an automated transfer between power sources. This provides safety and efficiency benefits as it avoids the need for staff to enter into the generator room at the onset of, and after, an emergency event or testing. Work may be coordinated with the generator building louver replacement (CIP ) for efficiency. BENEFITS: reduces safety risk; increases operational efficiency, reliability, and flexibility Planning $0 $0 $0 $0 $0 $0 Design/Land $8,000 $0 $0 $0 $0 $8,000 $61,000 $0 $0 $0 $0 $61,000 Inspection $4,000 $0 $0 $0 $0 $4,000 $4,000 $0 $0 $0 $0 $4,000 Contingency $8,000 $0 $0 $0 $0 $8,000 TOTAL $85,000 $0 $0 $0 $0 $85,000 19

30 WATER TREATMENT PLANT GENERATOR BUILDING LOUVER REPLACEMENT The existing louvers do not allow for the WTP generator building to be closed off in the winter months resulting in heat loss in the building. Currently, a tarpaulin is placed over the louvers to limit heat loss and the tarp must be removed in order to operate the generator. This project will replace the existing louvers with new ones that will operate properly. In addition, the new louvers will be installed such that they can be opened/removed to allow large equipment to be moved in and out of the building through the louver openings as needed. Design commenced in FY Work may be coordinated with the WTP switchgear upgrade (CIP ) for efficiency. BENEFITS: upgrades existing assets; improves efficiency Planning $0 $0 $0 $0 $0 $0 Design/Land $0 $0 $0 $0 $0 $0 $64,000 $0 $0 $0 $0 $64,000 Inspection $4,000 $0 $0 $0 $0 $4,000 $4,000 $0 $0 $0 $0 $4,000 Contingency $8,000 $0 $0 $0 $0 $8,000 TOTAL $80,000 $0 $0 $0 $0 $80,000 20

31 WATER TREATMENT PLANT FLASH MIX BASINS VALVE REPLACEMENT The WTP s two flash mix basins, one for each of the two treatment trains, are where coagulation chemicals are added to the raw water entering the WTP. The basins are designed with the ability to be isolated from each other in order to allow for different chemical dosages, if needed, for each treatment train. The existing valves need to be replaced because they are malfunctioning such that the flash mix basins can not be isolated from each other. BENEFITS: replaces or extends useful life of aging assets Planning $0 $0 $0 $0 $0 $0 Design/Land $0 $32,000 $0 $0 $0 $32,000 $0 $0 $177,000 $0 $0 $177,000 Inspection $0 $0 $9,000 $0 $0 $9,000 $0 $0 $9,000 $0 $0 $9,000 Contingency $0 $3,000 $20,000 $0 $0 $23,000 TOTAL $0 $35,000 $215,000 $0 $0 $250,000 21

32 WATER TREATMENT PLANT LIGHTING IMPROVEMENTS This project was identified to improve WTP energy efficiency by upgrading lighting fixtures inside and outside the WTP. Interior lighting will be upgraded in the chemical feed, pulsator, pipe gallery areas, and in the solids handling building. On the outside of the WTP buildings, pole lights that have not been upgraded and wall pack units will be upgraded. BENEFITS: reduces energy use; improves security; reduces maintenance costs Planning $0 $0 $0 $0 $0 $0 Design/Land $0 $0 $0 $0 $0 $0 $45,000 $0 $0 $0 $0 $45,000 Inspection $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 Contingency $5,000 $0 $0 $0 $0 $5,000 TOTAL $50,000 $0 $0 $0 $0 $50,000 22

33 WATER TREATMENT PLANT SOLIDS CONVEYOR SYSTEM Currently, to completely fill the dump trailer with solids, a truck is used to move the trailer forward. The addition of a conveyor system will allow the WTP s operations staff to completely fill the dump trailer and keep the solids belt press in operation when the truck that is used to move the solids dump trailer is unavailable. The projected remaining useful life of the existing solids belt press is approximately 10 years; however, this solids conveyor system will continue to be used whenever the press is replaced. BENEFITS: replaces or extends useful life of aging assets Planning $0 $0 $0 $0 $0 $0 Design/Land $0 $13,000 $0 $0 $0 $13,000 $0 $0 $116,000 $0 $0 $116,000 Inspection $0 $0 $6,000 $0 $0 $6,000 $0 $0 $6,000 $0 $0 $6,000 Contingency $0 $2,000 $12,000 $0 $0 $14,000 TOTAL $0 $15,000 $140,000 $0 $0 $155,000 23

34 WATER TREATMENT PLANT SEDIMENTATION BASIN REHABILITATION Rehabilitation of concrete walkways was completed in FY 2015 for two of the WTP s five conventional sedimentation basins. The current project funded for FY 2017 and FY 2018 involves concrete rehabilitation of the walkways for the remaining three basins, as well as rehabilitation of interior and exterior concrete walls, floors, and mechanical components of all five basins. Each of the basins have two influent, two effluent, and three drain valves for a total of 35 valves and appurtenant valve operating stems. The valves are used to isolate each basin in order to drain and/or clean the basin or to maintain/repair each basin s Trac-Vac system. The basins existing valves and stems are corroded such that their operation, and ability to provide a water tight seal when closed, is compromised. BENEFITS: replaces or extends useful life of aging assets Planning $0 $0 $0 $0 $0 $0 Design/Land $91,000 $0 $0 $0 $0 $91,000 $0 $825,000 $0 $0 $0 $825,000 Inspection $0 $42,000 $0 $0 $0 $42,000 $0 $42,000 $0 $0 $0 $42,000 Contingency $9,000 $91,000 $0 $0 $0 $100,000 TOTAL $100,000 $1,000,000 $0 $0 $0 $1,100,000 24

35 WATER AND WASTEWATER FACILITIES CONCRETE CONDITION ASSESSMENT This project involves a comprehensive and prioritized evaluation of concrete facilities (process tanks/pads, building components, sidewalks, other concrete features) throughoutowasa facilities to establish extent and method of degradation and remaining service life. Condition assessment of higher priority concrete structures is planned for FY Placeholder funds for rehabilitation are included in FY 2017 through FY 2019; funding estimates will be updated for the future years as assessment is completed. BENEFITS: replaces or extends useful life of aging assets Planning $28,000 $0 $0 $0 $0 $28,000 Design/Land $6,000 $0 $0 $0 $0 $6,000 $50,000 $163,000 $163,000 $0 $0 $376,000 Inspection $3,000 $9,000 $9,000 $0 $0 $21,000 $3,000 $9,000 $9,000 $0 $0 $21,000 Contingency $10,000 $19,000 $19,000 $0 $0 $48,000 TOTAL $100,000 $200,000 $200,000 $0 $0 $500,000 25

36 WTP FILTER MEDIA AND BACKWASH PUMP REPLACEMENT Following a sedimentation or clarification process at the WTP, water is further treated through ten dualmedia filters with a total surface area of 3,880 square feet. Particles captured by the sand and anthracite media in the filters are flushed several times a week through a backwashing process which restores most of the filtration capacity of the media. Testing completed in FY 2016 determined that the media was nearing the end of its useful life and recommended replacement. Replacement of the backwash pump, which was installed in 1945 and is nearing the end of its usefull life, will occur in advance of the media replacement. BENEFITS: replaces or extends useful life of aging assets; maintains high-quality drinking water; potentially reduces energy use Planning $0 $0 $0 $0 $0 $0 Design/Land $20,000 $0 $0 $0 $0 $20,000 $187,000 $246,000 $246,000 $0 $0 $679,000 Inspection $10,000 $13,000 $13,000 $0 $0 $36,000 $10,000 $13,000 $13,000 $0 $0 $36,000 Contingency $23,000 $28,000 $28,000 $0 $0 $79,000 TOTAL $250,000 $300,000 $300,000 $0 $0 $850,000 26

37 WTP TURBIDIMETER REPLACEMENTS At several locations during the treatment process at the WTP, turbidimeters are used to measure the amount of suspended material, or turbidity, in the water. Data collected by these meters are critical to plant operations. This project includes the programmed replacement in FY 2020 of turbidimeters for the sedimentation basins, pulsators, and other points along the process. BENEFITS: replaces aging assets Planning $0 $0 $0 $0 $0 $0 Design/Land $0 $0 $0 $12,000 $0 $12,000 $0 $0 $0 $112,000 $0 $112,000 Inspection $0 $0 $0 $6,000 $0 $6,000 $0 $0 $0 $6,000 $0 $6,000 Contingency $0 $0 $0 $14,000 $0 $14,000 TOTAL $0 $0 $0 $150,000 $0 $150,000 27

38 WTP FINISHED WATER PUMP IMPROVEMENTS The WTP uses four pumps (Finished Water Pumps #4 through #7) to send drinking water from the plant into the distribution system. Pumps #4, #6 and #7 utilize variable frequency drives (VFD) and have pumping capacity ranges from 6 to 10 MGD, from 7 to 12 MGD, and from 3 to 7 MGD, respectively. Pump #5 does not have a VFD and has a capacity of 10 MGD. This project includes funding in FY 2021 to evaluate potential alternative pumping types and configurations along with design of the replacements. in FY 2022 currently is planned to include the installation of a VFD for Pump #5 and replacements for Pumps #4 and #6 and associated pump motors. BENEFITS: replaces aging assets; potentially reduces energy use Planning $0 $0 $0 $0 $50,000 $50,000 Design/Land $0 $0 $0 $0 $63,000 $63,000 $0 $0 $0 $0 $0 $0 Inspection $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 Contingency $0 $0 $0 $0 $12,000 $12,000 TOTAL $0 $0 $0 $0 $125,000 $125,000 28

39 WTP TRAC-VAC SYSTEM REHABILITATION The Trac-Vac system is used to collect and remove settled solid particles from the bottom of the sedimentation basins. Although the basins are planned for rehabilitation in FY 2018 as part of CIP , the Trac-Vac system is expected to have several more years of useful life before replacement is needed. Design and construction is currently programmed for FY BENEFITS: replaces aging assets Planning $0 $0 $0 $0 $0 $0 Design/Land $0 $0 $0 $10,000 $0 $10,000 $0 $0 $0 $85,000 $0 $85,000 Inspection $0 $0 $0 $5,000 $0 $5,000 $0 $0 $0 $5,000 $0 $5,000 Contingency $0 $0 $0 $11,000 $0 $11,000 TOTAL $0 $0 $0 $116,000 $0 $116,000 29

40 CATEGORY 273: DRINKING WATER PUMPING Background Following treatment at the Water Treatment Plant (WTP), drinking water must be pumped into OWASA's distribution system for delivery to and use by our customers. The WTP is located at an elevation of 470 feet above mean sea level (MSL); however, many parts of our service area are located at higher elevations. To maintain adequate water pressure throughout the service area, drinking water must be pumped up into elevated storage tanks, where it then flows by gravity to our customers. The topography of our service area varies widely; therefore, we have divided our distribution system into areas of similar elevation and therefore pressures. These areas are called pressure zones. Most of the distribution system is in the 642- I-40 Booster Pump Station foot pressure zone (the maximum water storage level in elevated tanks is set at 642 feet MSL). The north-central and northwestern portions of OWASA's distribution system are in the 740-foot pressure zone (the maximum storage level in elevated tanks is set at 740 feet MSL). The pumping capacity needed for water distribution is based on peak daily and hourly demands, plus requirements for fire protection. In order to provide uninterrupted service during equipment outages, pumps are sized and configured to satisfy maximum demands with the largest pump at each particular location out of service. To ensure the reliability of drinking water service to the community, OWASA maintains water system interconnections with the City of Durham, the Town of Hillsborough, and the Chatham County water systems. We have booster pump stations at several of our interconnections to ensure adequate flow and pressure during periods of water transfers. (Please note that this section of the CIP does not address the drinking water pumps located at the WTP, which are discussed in Category 272.) Existing Facilities OWASA s pump station at the base of the 740-foot zone elevated tank on Nunn Mountain contains two pumps rated at 3 million gallons per day (MGD) to transfer water from the 642-foot pressure zone ground level storage tank on Nunn Mountain up to the adjacent 740-foot pressure zone elevated tank. A drinking water booster pump station was added in 1987 to the 16-inch water main along Old NC 86 at the intersection of Old Fayetteville Road and Hillsborough Road south of Calvander. In FY 2003, OWASA completed a hydraulic study that evaluated the existing and potential capability to transfer drinking water from the City of Durham to OWASA through the two existing interconnections with the Durham system. Transfers of drinking water may occur either under planned or emergency conditions, when OWASA supply, treatment, and/or distribution facilities cannot meet drinking water demands within the service area. 30

41 In accordance with the study recommendations, OWASA replaced the existing booster pump station at Old Chapel Hill Road and I-40; removed the Cooper Street and Ephesus Church Road pump stations in FY 2008; and installed a new 16-inch diameter water transmission line along Old Durham Road. Together, these improvements have resulted in an increased transfer capacity from approximately 3.5 MGD to approximately 7 MGD. In December 2012 and January 2013, OWASA participated with Durham in a coordinated full-scale field test to confirm the two-way water transfer capacities of the existing OWASA-Durham interconnections. The second pump station is located along NC Highway 54 at Finley Golf Course Road (see Planned Improvements below). Detailed hydraulic studies of the 740-foot and 642-foot pressure zones were completed in FY 2006 and FY FY 2006 study results were incorporated into the FY 2011 study, which provided a calibrated system-wide hydraulic model. The FY 2011 study confirmed that upgrades would be needed at the Calvander Pump Station by FY 2020 to meet projected future water demands in the 740-foot pressure zone. A subsequent study and modeling effort identified system improvements needed to enable us to temporarily take the Nunn Mountain ground and elevated storage tanks off-line for maintenance. In accordance with the study recommendations, improvements to the Calvander Pump Station (CIP ) were completed in FY That project satisfied the Nunn Mountain tank s maintenance needs and the hydraulic needs identified in the FY 2011 study. No other capital improvements to the drinking water pumping system were identified by the study. Planned Improvements There are no improvements programmed for the five-year planning period. However, a 2003 interconnection capacity evaluation study recommended installation of a new booster pump station at Barbee Chapel Road to replace the Highway 54/Finley Golf Course Road station and accompanying transmission line improvements along Barbee Chapel Road (CIP ). Those improvements are expected to increase the total drinking water transfer capacity from Durham to OWASA to approximately 8.6 MGD. Currently scheduled to begin in FY 2022, the need and timing for this project will be confirmed before it is initiated. CATEGORY 273: DRINKING WATER PUMPING FY 2017 FY 2018 FY 2019 FY 2020 FY 2021 Five-Year Total 273 $0 $0 $0 $0 $0 $0 273 Category Total $0 $0 $0 $0 $0 $0 31

42 CATEGORY 274: DRINKING WATER STORAGE Background An essential component of the drinking water distribution system is the capacity to store drinking water to maintain adequate flows and pressure throughout the system during all demand conditions. By absorbing or "dampening" short-term variations in demand, drinking water storage provides important system-wide benefits, including: the ability to operate the water treatment plant (WTP) and pumping facilities at more stable and uniform rates. Among other benefits, this helps optimize facility operations and reduce energy costs; Manning Drive Elevated Storage Tank the ability to maintain adequate and uniform pressure throughout the system during periods of peak demand; and the availability of adequate emergency reserves for contingencies such as fire suppression, water treatment plant maintenance, or water main breaks. Drinking water storage facilities typically include clearwells, ground level tanks, and elevated tanks. Clearwells are usually located at a WTP and are sized to help maintain relatively constant production of treated water and to provide sufficient contact time for disinfection. Ground storage tanks are built at ground level, oftentimes at higher elevations than the surrounding service area. After it is pumped into ground storage tanks, drinking water often is available by gravity flow without the need for re-pumping. Elevated storage tanks are used when natural elevations are not high enough for ground storage to provide for gravity flow. Both types of storage help maintain stable flow and operating pressures throughout the distribution system. State of North Carolina regulations require that the combined elevated and ground storage capacity meet at least 50 percent of the average annual daily demand of the service area. OWASA's existing drinking water storage facilities have a total capacity of 8 million gallons (MG). OWASA s system storage exceeds the State requirement, as average daily drinking water demand (finished water pumped to the distribution system) in calendar year 2015 was only about 7.1 million gallons per day (MGD). Existing Facilities OWASA s existing facilities include the 1.5 MG underground clearwell at the WTP and five storage tanks located throughout the distribution system in Chapel Hill and Carrboro. A 3 MG ground level tank with an overflow elevation of 642 feet above mean sea level (MSL) was built in 1977 on OWASA's 27-acre tract at Nunn Mountain. A 0.5 MG elevated tank with an overflow of 740 feet MSL was built at the same site in 1984, which enabled the establishment of the 740-foot pressure zone to improve water pressure in the northern portion of the service area. An elevated tank on Manning Drive near the University of North Carolina (UNC) Hospitals provides 1 MG of storage capacity. This tank was built in 1957 with an overflow 32

43 elevation of 642 feet MSL. A fourth tank, built in 1976 and located off of Old Fayetteville Road south of Hillsborough Road near McDougle School in Carrboro, provides 0.5 MG of storage at an elevation of 642 feet MSL. A fifth tank, located on OWASA s 17-acre parcel near McCauley Street (Hilltop Tank), was built in 1998 and provides 1.5 MG of storage in the 642-foot pressure zone. This information is summarized in the following table: TANKS SIZE (MG) PRESSURE ZONE (ft) 1. Clear Well at Water Plant Nunn Mountain Ground Storage Tank 3. Nunn Mountain Elevated Tank Carrboro Elevated Tank Hilltop Elevated Tank Manning Drive Tank Planned Improvements A system wide hydraulic study completed in FY 2011 recommended a new 0.75 MG storage tank be constructed by FY 2030 on an OWASA-owned 17.5-acre site located just west of Old NC 86, north of the Lake Hogan Farms development. No other capital improvements to the drinking water storage system were identified by the study. A feasibility study (CIP ), begun in FY 2016 and to be completed in early FY 2017, will determine whether the Nunn Mountain Pump Station should be upgraded to support fire flow demands in the 740-foot pressure zone when the Nunn Mountain Elevated Storage Tank is out of service for maintenance. CATEGORY 274: DRINKING WATER STORAGE FY 2017 FY 2018 FY 2019 FY 2020 FY 2021 Five-Year Total 274 $0 $0 $0 $0 $0 $0 274 Category Total $0 $0 $0 $0 $0 $0 33

44 CATEGORY 275: DRINKING WATER TRANSMISSION AND DISTRIBUTION Background The drinking water transmission and distribution system is designed to deliver an adequate volume of high quality water at sufficient pressures to meet all demands of the service area, including adequate flows for fire protection. Existing Facilities OWASA's drinking water is distributed through approximately 379 miles of water mains and lines ranging from 2 to 24 inches in diameter. Various pipe materials have been used over the years, including cast-iron (CI), ductile iron (DI), polyvinyl chloride (PVC), galvanized steel, copper, and asbestos-cement (AC). The distribution system also includes about 2,200 fire hydrants. Since beginning operations in 1977, OWASA has conducted a systematic replacement and rehabilitation program for old water distribution mains. Under this program, projects are identified or triggered by the following conditions: Where existing pipe conditions impair water quality; Where there are serious risks to water service reliability; Paving over the water main installation at night in South Estes Drive Where the costs of repairing pipes and leaks have become excessive; Where line breaks may result in major damage; and Where capacity is no longer adequate. OWASA catalogs the risk conditions listed above using the following three sources: a system hydraulic model, a risk-based pipe prioritization model, and GIS records for galvanized main locations and age (because these pipes were not included in the prioritization model). In 2011, a hydraulic model of the water distribution system was developed to identify and prioritize any areas of capacity and/or pressure concerns that need to be addressed in OWASA s water system through It determined that OWASA s distribution system has relatively few hydraulic deficiencies, and that near term investment requirements are not significant. In 2013, OWASA updated its detailed water main prioritization model, which systematically evaluates and prioritizes water mains for rehabilitation and replacement. To determine the priority of each water main segment, the model evaluates several factors: the estimated remaining useful life of the main, the number of breaks and leaks that have occurred on the main, pipe material, the system pressure, the location of the main, and potential critical customer impact. This information is then used by staff to generate a prioritized list of water main rehabilitation/replacement projects. 34

45 Finally, because galvanized steel pipe presents increased water quality and reliability risks, the CIP reflects a five-year plan (that began in FY 2015) for eliminating the remaining galvanized mains from the distribution system. These projects are typically small in scope, may be designed and/or constructed by in-house forces, and are funded under CIP Recent Improvements In FY 2016, a total of approximately 1.2 miles of aging and deteriorated water mains were removed from the system through replacement, rehabilitation, and/or abandonment by OWASA crews or contractors. An average of 2.0 miles per year of new or replacement water mains have been installed over the past 10 years. This total does not include new or replacement water mains installed as system development party projects. (System development projects are those that are not paid for and completed by OWASA or its contractors.) Planned Improvements Improvements will be needed to increase the reliability of the water system and to ensure a sufficient water supply at adequate pressure to areas undergoing development. Water main extensions needed to serve areas being newly developed will be constructed by, and at the expense of, private developers or benefiting property owners and are not part of the CIP. Water lines serving new developments must be designed to meet the anticipated long-term needs of the service area and must be constructed to OWASA standards. Additional lines are sometimes needed to provide interconnections ( loops ) in the distribution system. The improved hydraulics and reliability of looped lines helps maintain proper disinfectant concentrations, minimizes taste and odor problems, and provides more stable flow during periods of peak demand. Additionally, the number of customers affected by line breaks can be minimized in a looped distribution system. OWASA reviews all designs for extensions to its system. If it is determined that pipe sizes (diameters) need to be increased, or if additional looping of the system is required to accommodate future potential growth in the area beyond what is required for the development project currently underway, OWASA policy allows payment of an Excess Capacity Credit to the developer in order to support the installation of larger and/or additional water mains. OWASA continues to seek opportunities to work with the North Carolina Department of Transportation, the Town of Chapel Hill, and the Town of Carrboro to replace water mains in conjunction with roadway construction and other planned improvement projects. This helps minimize disturbances in local neighborhoods and reduces project costs through economies of scale. Recent and current NCDOT projects with water main improvements for which OWASA has received, or will receive, partial reimbursement include Weaver Dairy Road, South Columbia Street, and Smith Level Road. OWASA crews and private contractors will replace approximately 2.3 miles of aging water mains in FY 2017 under through the projects funded in this category, including the Water Line Rehabilitation and Replacement Project (CIP ), the Galvanized Main Replacement Project (CIP ), and the Rosemary, Henderson, and Hillsborough Street Water Main Replacement Project (CIP ). Other significant water main rehabilitation or replacement projects in the CIP during the next five years include Dobbins Drive from Erwin Road to East Franklin Street (CIP ), West Cameron Avenue (CIP ), Manning Drive (from Ridge Road to Fordham Boulevard) (CIP ), and Hillsborough Street (from North Street to Martin Luther King Jr Boulevard) (CIP ). 35

46 CATEGORY 275: DRINKING WATER TRANSMISSION AND DISTRIBUTION FY 2017 FY 2018 FY 2019 FY 2020 FY 2021 Five-Year Total Water Main - Road Improvement Water Main Rehabilitation and Replacement $110,000 $250,000 $0 $0 $0 $360,000 $531,000 $968,000 $0 $3,668,000 $4,915,000 $10,082, Dobbins Drive Water Main $68,000 $1,608,000 $0 $0 $0 $1,676, Cameron Avenue Water Main Water Distribution System Hydraulic Model Manning Drive (East) Water Main Operational Evaluation of Future 740-Foot Zone Rosemary, Henderson, and Hillsborough Streets Water Mains $0 $165,000 $1,800,000 $0 $0 $1,965,000 $30,000 $30,000 $30,000 $190,000 $190,000 $470,000 $0 $135,000 $1,440,000 $0 $0 $1,575,000 $0 $0 $0 $46,000 $0 $46,000 $2,110,000 $0 $0 $0 $0 $2,110, Oakwood Drive Water Main $0 $0 $55,000 $500,000 $0 $555, Advanced Meter Infrastructure (AMI) System Galvanized Water Main Replacements $1,005,000 $3,885,000 $1,170,000 $0 $0 $6,060,000 $300,000 $300,000 $300,000 $0 $0 $900, Barclay Road Water Main $0 $45,000 $492,000 $0 $0 $537, Pritchard Avenue Water Main $0 $50,000 $533,000 $0 $0 $583, Bartram Drive Water Main $0 $0 $86,000 $0 $0 $86, Country Club Road Water Main Scarlett Drive and Cooper Street Water Mains Rogerson Drive Water Main Hillsborough St Water Main Replacement and MLK Blvd Abandonment $0 $109,000 $383,000 $0 $0 $492,000 $0 $48,000 $255,000 $0 $0 $303,000 $0 $0 $50,000 $513,000 $0 $563,000 $200,000 $1,460,000 $500,000 $0 $0 $2,160, Category Total $4,354,000 $9,053,000 $7,094,000 $4,917,000 $5,105,000 $30,523,000 36

47 WATER MAIN ROAD IMPROVEMENT PROJECTS Funds are allocated in this project to improve water mains in areas where government agencies (NCDOT, Town of Chapel Hill, and Town of Carrboro) are doing road improvement projects. OWASA provides funds, at a significant savings, for upgrades to water mains that will be replaced in conjunction with these major road projects. The upgrades consist of upgrading pipe materials, increasing the water main size, etc. ANTICIPATED PROJECT U0624 South Columbia Street widening (FY 2017) U2803 Smith Level Road widening (FY 2018) BENEFITS: replaces aging assets Planning $0 $0 $0 $0 $0 $0 Design/Land $0 $0 $0 $0 $0 $0 $110,000 $250,000 $0 $0 $0 $360,000 Inspection $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 Contingency $0 $0 $0 $0 $0 $0 TOTAL $100,000 $250,000 $0 $0 $0 $360,000 37

48 WATER LINE REHABILITATION/REPLACEMENT PROJECTS This project involves replacing and rehabilitating water distribution lines that have exceeded their useful service life as part of a comprehensive program to reduce repair incidents, upgrade undersized water lines, and provide improved system integrity and reliability. During FY 2013, the existing water main prioritization model was updated to help further identify and prioritize 4-inch diameter and larger water lines needing replacement or rehabilitation. Some of the funding for the next three fiscal years (through FY 2019) is being spent on replacing the majority of the existing 1-inch and 2-inch diameter galvanized pipe water lines (CIP ). Funding amounts shown for projects are subject to change depending upon future project needs that may be identified. PLANNED REPLACEMENT/REHABILITATION FOR FY 2017: The list below includes water main replacement or rehabilitation projects planned for FY 2017 and FY 2018 (lengths shown reflect the amount of pipe to be replaced, rehabilitated, or abandoned). The Brandywine project will be designed in FY 2017 but not constructed until FY Certain larger projects generated from the Water Main Replacement/Rehabilitation program are listed as separate CIP projects within category 275 and are not shown below nor reflected in the funding table. Funding shown in FY 2020 and FY 2021 is placeholder or recapitalization funding for water main replacement or rehabilitation projects to be determined through the prioritization process. Location Current Pipe Size/Material Length (feet) Brandywine Road 8 Asbestos Cement 88 Emory Drive 8 Asbestos Cement 120 Hilltop Area (none) 97 Chase Ave 2 Galvanized 69 Fordham Service Road 8 Asbestos Cement 157 BENEFITS: replaces aging assets Planning $0 $0 $0 $0 $0 $0 Design/Land $115,000 $0 $0 $278,000 $374,000 $767,000 $348,000 $80,000 $0 $2,778,000 $3,721,000 $7,647,000 Inspection $10,000 $40,000 $0 $139,000 $187,000 $376,000 $10,000 $40,000 $0 $139,000 $187,000 $376,000 Contingency $48,000 $88,000 $0 $334,000 $446,000 $916,000 TOTAL $531,000 $968,000 $0 $3,668,000 $4,915,000 $10,082,000 38

49 39

50 DOBBINS DRIVE WATER MAIN REPLACEMENT This project involves replacing approximately 2,355 LF of 12-inch AC water distribution main with 16-inch DIP along the Fordham Boulevard service road (Dobbins Drive) from Erwin Road to East Franklin Street. The project was identified and prioritized by the Water Main Rehabilitation and Replacement model, and is being completed in coordination with the Dobbins Drive Sewer Interceptor Replacement (CIP ). Design began in FY 2016 and will be completed in FY is planned for FY BENEFITS: replaces aging assets, increases system capacity Planning $0 $0 $0 $0 $0 $0 Design/Land $61,000 $0 $0 $0 $0 $61,000 $0 $1,327,000 $0 $0 $0 $1,327,000 Inspection $0 $67,000 $0 $0 $0 $67,000 $0 $67,000 $0 $0 $0 $67,000 Contingency $7,000 $147,000 $0 $0 $0 $154,000 TOTAL $68,000 $1,608,000 $0 $0 $0 $1,676,000 40

51 CAMERON AVENUE WATER MAIN REPLACEMENT This project includes replacement or abandonment of several mains within the Cameron Avenue corridor in Chapel Hill and Carrboro, as indicated by the Water Main Rehabilitation and Replacement model. The first phase was completed in late summer 2014 and replaced or abandoned approximately 1,870 LF of 8- inch and 12-inch cast iron mains with approximately 750 LF of ductile iron water main along Cameron Avenue between South Columbia Street and UNC Memorial Hall. The second phase will rehabilitate approximately 3,000 LF of existing 12-inch asbestos cement pipe using a cured-in-place-pipe (CIPP) liner, and will abandon approximately 1,100 LF of existing 12-inch asbestos cement pipe. The second phase includes mains along Cameron Avenue from South Columbia Street to Merritt Mill Road, then continuing along the railroad tracks to Brewer Lane. Design of Phase 2 (in West Cameron Avenue) will be completed in FY 2018 with construction planned for FY BENEFITS: replaces aging assets Planning $0 $0 $0 $0 $0 $0 Design/Land $0 $150,000 $0 $0 $0 $150,000 $0 $0 $1,488,000 $0 $0 $1,488,000 Inspection $0 $0 $74,000 $0 $0 $74,000 $0 $0 $74,000 $0 $0 $74,000 Contingency $0 $15,000 $164,000 $0 $0 $179,000 TOTAL $0 $165,000 $1,800,000 $0 $0 $1,965,000 41

52 WATER DISTRIBUTION SYSTEM HYDRAULIC MODEL Water distribution hydraulic models are used to simulate current and projected future conditions in the system in order to plan and design pumps, pipes, and storage tanks. OWASA first developed a water distribution system model in The model was a skeletonized model including only 12-inch diameter and larger transmission pipes and key 8-inch diameter pipes in addition to pumping and storage facilities. The model was updated in 1992 and again in 2000 as part of the Comprehensive Water and Sewer Master Plan. OWASA began developing an all pipes distribution system model as part of the Unidirectional Flushing project completed in That project combined OWASA s GIS and the hydraulic model so that all of the water pipes are represented in the model. The full pipe model was calibrated under current water demand conditions in 2006 and long-range water demand projections were added to the 740 pressure zone as part of the Northern Tank Study that same year. The FY 2011 CIP project completed the model s development by adding long-range water demand projections for the 642- foot pressure zone. Placeholder funds are included in FY 2017 through FY 2019 for additional modeling simulations that may be required. Funding in FY 2020 and FY 2021 includes development and calibration of a full pipe model to account for changed demand conditions. BENEFITS: determines asset risk; identifies future capital investments Planning $27,000 $27,000 $27,000 $172,000 $172,000 $425,000 Design/Land $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 Inspection $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 Contingency $3,000 $3,000 $3,000 $18,000 $18,000 $45,000 TOTAL $30,000 $30,000 $30,000 $190,000 $190,000 $470,000 42

53 MANNING DRIVE (EAST) WATER MAIN REPLACEMENT This project involves replacing or rehabilitating approximately 2,900 LF of 12-inch AC water distribution main with 12-inch DIP along Manning Drive from Fordham Boulevard to Ridge Road. The project was identified and prioritized using the Water Main Rehabilitation and Replacement model. Its timing was postponed to delay impacts to recently resurfaced streets. Design currently is planned for FY 2018 with construction to follow in FY BENEFITS: replaces aging assets Planning $0 $0 $0 $0 $0 $0 Design/Land $0 $123,000 $0 $0 $0 $123,000 $0 $0 $1,189,000 $0 $0 $1,189,000 Inspection $0 $0 $60,000 $0 $0 $60,000 $0 $0 $60,000 $0 $0 $60,000 Contingency $0 $12,000 $131,000 $0 $0 $143,000 TOTAL $0 $135,000 $1,440,000 $0 $0 $1,575,000 43

54 OPERATIONAL EVALUATION OF 740-FOOT ZONE The 2011 Hydraulic Model Update recommended that the 740-foot pressure zone be evaluated to confirm the impacts of any near-term operational improvements made to the system as recommended by the model. Improvements at the Calvander Pump Station completed in FY 2014 allow construction postponement of a new 0.75 MG 740-foot zone elevated storage tank until approximately 2030 (instead of being needed by 2020). The 2011 model update also predicted that a new water main closing a gap in the distribution system along Eubanks Road will be needed before the 0.75 MG tank is brought on line in This evaluation will confirm the impacts of the Calvander Pump Station improvements on the operation of 740-foot zone and will re-evaluate the need for, and timing of, the 0.75 MG tank and Eubanks Road water main improvements. BENEFITS: optimizes future capital investments Planning $0 $0 $0 $42,000 $0 $42,000 Design/Land $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 Inspection $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 Contingency $0 $0 $0 $4,000 $0 $4,000 TOTAL $0 $0 $0 $46,000 $0 $46,000 44

55 ROSEMARY STREET, HENDERSON STREET, AND HILLSBOROUGH STREET WATER MAIN REPLACEMENTS This project includes the replacement and/or abandonment of approximately 4,000 LF of existing 6-inch, 8-inch and 12-inch asbestos cement and cast iron water mains with 2,400 LF of ductile iron along Henderson Street (from North Street to Rosemary Street), Rosemary Street (from Henderson Street to Hillsborough Street), and Hillsborough Street (from Rosemary Street to North Street), as identified by the Water Main Replacement and Rehabilitation model. Design was stopped at 95% completion in FY 2013 and the project was postponed to avoid excessive costs associated with pavement restoration. The project was restarted in FY 2016 to accommodate the schedule for the Town s roadway project along Rosemary Street. began in June 2016 and is scheduled to be complete in the spring of BENEFITS: replaces aging assets Planning $0 $0 $0 $0 $0 $0 Design/Land $0 $0 $0 $0 $0 $0 $1,742,000 $0 $0 $0 $0 $1,742,000 Inspection $88,000 $0 $0 $0 $0 $88,000 $88,000 $0 $0 $0 $0 $88,000 Contingency $192,000 $0 $0 $0 $0 $192,000 TOTAL $2,110,000 $0 $0 $0 $0 $2,110,000 45

56 OAKWOOD DRIVE WATER MAIN REPLACEMENT This project will replace approximately 2,700 LF of existing 6-inch asbestos cement water main with ductile iron along Oakwood Drive as identified by the Water Main Replacement and Rehabilitation model. BENEFITS: replaces aging assets Planning $0 $0 $0 $0 $0 $0 Design/Land $0 $0 $50,000 $0 $0 $50,000 $0 $0 $0 $412,000 $0 $412,000 Inspection $0 $0 $0 $21,000 $0 $21,000 $0 $0 $0 $21,000 $0 $21,000 Contingency $0 $0 $5,000 $46,000 $0 $51,000 TOTAL $0 $0 $55,000 $500,000 $0 $555,000 46

57 ADVANCED METER INFRASTRUCTURE (AMI) SYSTEM This project will install a fixed data collection network, implement and integrate associated software systems and replace/retrofit all the water meters (approximately 21,000 meters) in OWASA s system with state-of-the-art registers and transmitters. Currently, approximately 75% of the meters in OWASA s system are manually read, which is labor- and time-intensive and which occasionally results in billing errors while the remaining 25% are read using a mobile automatic meter reading (AMR) system. The AMI system will read and report water usage using a fixed network system of transmitters, repeaters, collectors, and antennas. Once implemented, the AMI system will reduce labor and vehicle costs, improve customer service levels through features such as improved leak notification and more efficient service initiation, and provide more detailed consumption data for conservation and planning purposes while also significantly reducing meter reading and reporting errors and issues. BENEFITS: reduces operational costs; increases efficiency; expands customer service capabilities such as early leak detection Planning $0 $0 $0 $0 $0 $0 Design/Land $232,000 $182,000 $68,000 $0 $0 $482,000 $682,000 $3,350,000 $995,000 $0 $0 $5,027,000 Inspection $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 Contingency $91,000 $353,000 $107,000 $0 $0 $551,000 TOTAL $1,005,000 $3,885,000 $1,170,000 $0 $0 $6,060,000 47

58 GALVANIZED WATER MAIN REPLACEMENT PROJECTS This project involves replacing the majority of the remaining galvanized water distribution lines in the system (most of which are 1- or 2-inches in diameter and serve few customers). OWASA has approximately 3.6 miles of these pipes in our system and they have frequent breaks. Prior to FY 2015, galvanized water main replacements were budgeted as part of Beginning in FY 2015, some of the funding through FY 2019 for water main replacement work will be spent on this project rather than Funding shown in FY 2017 through FY 2019 represents replacement or abandonment of galvanized water mains at approximately 32 different sites: Alaska Lane Azalea Place Banbury Lane Barbara Court Coker Drive and Morgan Creek Road Coker Lane Country Club Road and Ledge Lane East Franklin Street at Morehead Planetarium Hatch Road Hawthorne Lane Hillsborough St #612 (Colonial Arms Apartments) Holloway Lane Honeysuckle Court Highway 54 #216 Jean Court Kings Mill Road #910 Laughing Bird Lane Laurel Hill Circle Lexington Road and Yorktown Road McMasters Street Meadow Lane and Winter Drive Meadowbrook Drive Morgan Creek Road #614 Municipal Drive Parker Street Patterson Place and Ransom Street Pritchard Avenue and West Longview Street Public Works Drive South Elliot Drive at Whole Foods Sourwood Circle Weatherstone Drive #111 BENEFITS: replaces aging assets Planning $0 $0 $0 $0 $0 $0 Design/Land $24,000 $24,000 $24,000 $0 $0 $72,000 $224,000 $224,000 $224,000 $0 $0 $672,000 Inspection $12,000 $12,000 $12,000 $0 $0 $36,000 $12,000 $12,000 $12,000 $0 $0 $36,000 Contingency $28,000 $28,000 $28,000 $0 $0 $84,000 TOTAL $300,000 $300,000 $300,000 $0 $0 $900,000 48

59 BARCLAY ROAD WATER MAIN REPLACEMENT This project will rehabilitate or replace approximately 2,300 feet of an existing 6-inch asbestos cement (AC) water main on Barclay Road from Branch Street to the dead end. Rather than from the Water Main Rehabilitation and Replacement model, this project was identified by OWASA s operations and maintenance staff due to recent breaks in the line. BENEFITS: replaces aging assets Planning $0 $0 $0 $0 $0 $0 Design/Land $0 $41,000 $0 $0 $0 $41,000 $0 $0 $405,000 $0 $0 $405,000 Inspection $0 $0 $21,000 $0 $0 $21,000 $0 $0 $21,000 $0 $0 $21,000 Contingency $0 $4,000 $45,000 $0 $0 $49,000 TOTAL $0 $45,000 $492,000 $0 $0 $537,000 49

60 PRITCHARD AVENUE WATER MAIN REPLACEMENT This project will rehabilitate or replace approximately 1,755 feet of an existing 8-inch asbestos cement (AC) water main on Pritchard Avenue from West Rosemary Street to Noble Street and on Noble Street from Pritchard Avenue to North Columbia Street. Rather than from the Water Main Rehabilitation and Replacement model, this project was identified by OWASA s operations and maintenance staff due to recent breaks in the line. BENEFITS: replaces aging assets Planning $0 $0 $0 $0 $0 $0 Design/Land $0 $45,000 $0 $0 $0 $45,000 $0 $0 $440,000 $0 $0 $440,000 Inspection $0 $0 $22,000 $0 $0 $22,000 $0 $0 $22,000 $0 $0 $22,000 Contingency $0 $5,000 $49,000 $0 $0 $54,000 TOTAL $0 $50,000 $533,000 $0 $0 $583,000 50

61 BARTRAM DRIVE WATER MAIN REPLACEMENT This project will rehabilitate or replace approximately 470 feet of an existing 6-inch asbestos cement (AC) water main on Bartram Drive from Sourwood Drive to Shady Lane, and replace 325 feet of an existing 2- inch galvanized water main on Shady Lane. This project was identified using the Water Main Rehabilitation and Replacement model. BENEFITS: replaces aging assets Planning $0 $0 $0 $0 $0 $0 Design/Land $0 $0 $7,000 $0 $0 $7,000 $0 $0 $65,000 $0 $0 $65,000 Inspection $0 $0 $3,000 $0 $0 $3,000 $0 $0 $3,000 $0 $0 $3,000 Contingency $0 $0 $8,000 $0 $0 $8,000 TOTAL $0 $0 $86,000 $0 $0 $86,000 51

62 COUNTRY CLUB ROAD WATER MAIN REPLACEMENT This project will rehabilitate or replace approximately 1,400 feet of an existing 12-inch asbestos cement (AC) water main on Country Club Road from Battle Lane to Gimghoul Road. This project was identified using the Water Main Rehabilitation and Replacement model. BENEFITS: replaces aging assets Planning $0 $0 $0 $0 $0 $0 Design/Land $0 $0 $99,000 $0 $0 $99,000 $0 $0 $0 $316,000 $0 $316,000 Inspection $0 $0 $0 $16,000 $0 $16,000 $0 $0 $0 $16,000 $0 $16,000 Contingency $0 $0 $10,000 $35,000 $0 $45,000 TOTAL $0 $0 $109,000 $383,000 $0 $492,000 52

63 SCARLETT DRIVE AND COOPER STREET WATER MAINS REPLACEMENT This project will rehabilitate or replace approximately 780 feet of existing 6-inch and 8-inch asbestos cement (AC) water mains on Scarlett Drive, Garden Street, and Cooper Street as shown in the map below. This project was identified using the Water Main Rehabilitation and Replacement model. BENEFITS: replaces aging assets Planning $0 $0 $0 $0 $0 $0 Design/Land $0 $43,000 $0 $0 $0 $43,000 $0 $0 $210,000 $0 $0 $210,000 Inspection $0 $0 $11,000 $0 $0 $11,000 $0 $0 $11,000 $0 $0 $11,000 Contingency $0 $5,000 $23,000 $0 $0 $28,000 TOTAL $0 $48,000 $255,000 $0 $0 $303,000 53

64 ROGERSON DRIVE WATER MAIN REPLACEMENT This project will rehabilitate or replace approximately 2,560 feet of an existing 6-inch asbestos cement (AC) water main on Rogerson Drive from Cleland Drive to Douglas Road. This project was identified using the Water Main Rehabilitation and Replacement model. A potential force main installation in this portion of Rogerson Drive may be evaluated as part of the Rogerson Drive Force Main Redundancy Evaluation (CIP ); that study will account for this future water main project (CIP ) when considering the future force main alternative. BENEFITS: replaces aging assets Planning $0 $0 $0 $0 $0 $0 Design/Land $0 $0 $45,000 $0 $0 $45,000 $0 $0 $0 $424,000 $0 $424,000 Inspection $0 $0 $0 $21,000 $0 $21,000 $0 $0 $0 $21,000 $0 $21,000 Contingency $0 $0 $5,000 $47,000 $0 $52,000 TOTAL $0 $0 $50,000 $513,000 $0 $563,000 54

65 HILLSBOROUGH STREET WATER MAIN REPLACEMENT AND MLK JR BOULEVARD WATER MAIN ABANDONMENT This project will rehabilitate or replace approximately 2,560 feet of an existing 6-inch asbestos cement (AC) water main on Hillsborough Street from MLK Jr Boulevard to North Street, at the terminus of the current Rosemary, Henderson, and Hillsborough Street project (CIP ). A section of the Hillsborough Street water main was identified for replacement using the Water Main Rehabilitation and Replacement model. An additional section of main has been added to the scope in consideration of the Town of Chapel Hill s upcoming roadway reconstruction project. Topographic survey began in June 2016 and design will be complete in FY is planned to start in FY 2018 and be completed in FY 2019, in advance of the roadway project. BENEFITS: replaces aging assets Planning $0 $0 $0 $0 $0 $0 Design/Land $181,000 $0 $0 $0 $0 $181,000 $0 $1,205,000 $412,000 $0 $0 $1,617,000 Inspection $0 $61,000 $21,000 $0 $0 $82,000 $0 $61,000 $21,000 $0 $0 $82,000 Contingency $19,000 $133,000 $46,000 $0 $0 $198,000 TOTAL $200,000 $1,460,000 $500,000 $0 $0 $2,160,000 55

66 CATEGORY 276: WASTEWATER COLLECTION LINES Background The sewer collection system represents a significant portion of the total investment in OWASA's wastewater infrastructure. Particular care is given to the materials and techniques of collection line construction as well as planning and design to accommodate longterm needs within the service area. OWASA carefully reviews plans for new development, enforces detailed standards and specifications, and inspects the construction of all new collection system components. Existing Facilities The collection system serving Chapel Hill and Carrboro includes approximately 327 miles of pipe ranging in size from 6- to 60-inches in diameter, of which more than 80% is 8-inch diameter pipe. Ductile iron and vitrified clay represent more than 90% of pipe material by length, however the collection system also contains pipe materials such as reinforced concrete, cast iron, polyvinyl chloride (PVC), cured-in-place pipe (CIPP), and various other materials. The collection system also includes about 10,600 manholes and is Morgan Creek Aerial Crossing with Pedestrian Barricades configured in a network that generally provides gravity flow to the Wastewater Treatment Plan (WWTP) through four basins: Bolin Creek, Booker Creek, Little Creek, and Morgan Creek. Flow from the Booker Creek, Little Creek, and Bolin Creek basins is conveyed to the Rogerson Drive Pump Station and pumped to the WWTP. Flow from the Morgan Creek basin is conveyed to the Morgan Creek Pump Station (located at the WWTP) and pumped to the plant headworks. The largest gravity line is a 60-inch diameter interceptor flowing into the Morgan Creek Pump Station. (An interceptor is a large collection line that receives wastewater from smaller collection lines throughout the drainage basin.) Recent Improvements OWASA completed a master planning study in FY 2011 which identified and prioritized sewer system rehabilitation and replacement needs. The study included a condition assessment and a capacity evaluation, including the development of a calibrated hydraulic model of the interceptors and critical collector pipes in the system. It also provided a comprehensive framework for identifying and prioritizing all sewer system rehabilitation and replacement needs for a 20-year planning period and is the basis for the projects shown in the FY CIP. The computer-based condition assessment (done as part of the FY 2011 planning study) assigned priority rankings to all sewer mains for ongoing field-based condition evaluation. The field-based evaluations are being performed on targeted sewer mains (in priority order) to determine whether rehabilitation or replacement is warranted. Since November 2013, over 80 miles of sewer mains have been inspected and evaluated as part of a Gravity Sewer Condition Evaluation (CIP ) project. The Friday Center Interceptor Phase I project, which replaced approximately 4,900 LF of 12-inch diameter pipe with 500 LF of 24-inch pipe and 4,200 LF of 18-inch pipe was completed in FY of two gravity sanitary sewer aerial creek crossings (one over Tom s Creek and one over Morgan Creek) was completed in FY 2015 (CIP ). of an upgraded Little Creek 56

67 interceptor (CIP ) began in FY 2016 and will be completed in FY Design for the Bolinwood Drive (CIP ) interceptor replacement is underway and construction will be completed in FY Planned Improvements Planned improvements in the five-year CIP are grouped into three general categories: Improvements needed to accommodate present flows; Improvements to repair deteriorated pipe and reduce sources of stormwater inflow and groundwater infiltration; and Improvements to OWASA s backbone infrastructure as necessary to accommodate future flows resulting from anticipated growth. Projects to reduce sources of inflow and infiltration include the rehabilitation or replacement of existing deteriorated mains and collectors (CIP ). To accomplish this in a systematic manner, as noted above, the computer-based condition assessment assigned priority rankings to all sewer mains for fieldbased condition evaluation. The field-based evaluations are being performed on targeted sewer mains (in priority order) to determine whether rehabilitation or replacement is necessary. As noted above, the field-based evaluations began in FY 2013, are ongoing, and will continue into future years as prioritized and programmed in the Gravity Sewer Condition Evaluation (CIP ) project. OWASA typically repairs existing, deteriorated lines by installing CIPP liners or replacing individual segments between manholes. The combination of manhole rehabilitation and CIPP installation is an ongoing program at OWASA intended to reduce peak flows at the WWTP associated with stormwater infiltration into the collection system. The Dobbins Drive interceptor upgrade (CIP ) is programmed for construction in FY 2018, and the upgrade to the Bolin Creek interceptor between Estes Drive and Pathway Drive (CIP ) is programmed to begin in FY Other projects scheduled for FY 2017 include upgrades to stream crossings to improve vehicular access for the operation and maintenance of our sanitary sewer interceptors (CIP ), engineering design services for the extension of sanitary sewer service to the Historic Rogers Road Area (CIP ), and funding for flow monitoring and hydraulic modeling (CIP ) to evaluate the need and timing of future capacity-based projects. 57

68 CATEGORY 276: WASTEWATER COLLECTION LINES FY 2017 FY 2018 FY 2019 FY 2020 FY 2021 Five-Year Total Bolin Creek Interceptor - Estes to Pathway Gravity Sewer Condition Evaluation Gravity Sewer Rehabilitation Bolinwood Drive Interceptor $0 $0 $0 $390,000 $2,200,000 $2,590,000 $1,474,000 $0 $510,000 $744,000 $780,000 $3,508,000 $1,324,000 $1,423,000 $3,121,000 $1,436,000 $1,267,000 $8,571,000 $450,000 $0 $0 $0 $0 $450, Little Creek Interceptor $550,000 $0 $0 $0 $0 $550, Dobbins Drive Interceptor $200,000 $2,380,000 $0 $0 $0 $2,580, Creek Crossing Access Improvements Rogers Road Gravity Sewer Extension Credit for Rogers Road Sewer Extension Gravity Sewer Hydraulic Model $50,000 $393,000 $0 $0 $0 $443,000 $946,000 $4,726,000 $0 $0 $0 $5,672,000 -$946,000 -$4,726,000 $0 $0 $0 ($5,672,000) $150,000 $150,000 $0 $0 $0 $300, Category Total $4,198,000 $4,346,000 $3,631,000 $2,570,000 $4,247,000 $18,992,000 58

69 59

70 BOLIN CREEK INTERCEPTOR ESTES DRIVE TO PATHWAY DRIVE This project involves replacing approximately 4,000 feet of the existing 15-inch sewer interceptor with a 24-inch sewer interceptor from Pathway Drive to Estes Drive Extension where it will connect with sewer interceptor improvements completed in This project is currently planned for FY 2021 and 2022, although flow monitoring scheduled for FY 2017 will confirm the timing for the project. The new interceptor will provide additional capacity and will correct existing inflow/infiltration and surcharge conditions in the current sewer main. BENEFITS: reduces inflow and infiltration into collection system; maintains permit compliance through reduction of sanitary sewer overflows; replaces aging assets Planning $0 $0 $0 $91,000 $0 $91,000 Design/Land $0 $0 $0 $263,000 $0 $263,000 $0 $0 $0 $0 $1,818,000 $1,818,000 Inspection $0 $0 $0 $0 $91,000 $91,000 $0 $0 $0 $0 $91,000 $91,000 Contingency $0 $0 $0 $36,000 $200,000 $236,000 TOTAL $0 $0 $0 $390,000 $2,200,000 $2,590,000 60

71 GRAVITY SEWER CONDITION EVALUATION A FY 2011 planning study evaluated the condition of all collection system assets using GIS, operating records, and criticality data to prioritize sewer assets for field condition evaluation. Field condition evaluation of gravity sewer mains and manholes is completed using CCTV inspection, smoke testing, and other means in order to 1) verify the suspected poor condition of the gravity sewer and 2) provide the data required for rehabilitation design and subsequent construction, which are typically funded and performed under the Gravity Sewer Rehabilitation project (CIP ). Since November 2013, over 80 miles of sewer mains have been inspected and evaluated as part of the first three phases of the condition evaluation program. A fourth phase of work is programmed for FY Future placeholders are included for FY 2019 and beyond based on prioritized asset rankings. Gravity sewer evaluation is an ongoing program, with the programmatic approach, funding requirements, and priority rankings periodically updated based on new information obtained from earlier phases. BENEFITS: determines asset risk; identifies rehabilitation and replacement needs Planning $1,340,000 $0 $463,000 $676,000 $709,000 $3,188,000 Design/Land $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 Inspection $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 Contingency $134,000 $0 $47,000 $68,000 $71,000 $320,000 TOTAL $1,474,000 $0 $510,000 $744,000 $780,000 $3,508,000 61

72 GRAVITY SEWER REHABILITATION OWASA rehabilitates and repairs the wastewater collection system in order to maintain the integrity and reliability of OWASA s wastewater collection system and to reduce stormwater inflow and groundwater infiltration. These rehabilitation projects may include emergency sewer replacements or the correction of defective manholes and laterals, as well as rehabilitation of sewer mains and manholes shown to be warranted through the programmed gravity pipe evaluations performed as part of CIP Sewer rehabilitation and replacement design, construction, and inspection services may be performed by OWASA staff or by consultants and contractors. BENEFITS: reduces inflow and infiltration into collection system; maintains permit compliance through reduction of sanitary sewer overflows; replaces aging assets Planning $0 $0 $0 $0 $0 $0 Design/Land $101,000 $108,000 $238,000 $110,000 $96,000 $653,000 $1,001,000 $1,077,000 $2,361,000 $1,085,000 $959,000 $6,483,000 Inspection $51,000 $54,000 $119,000 $55,000 $48,000 $327,000 $51,000 $54,000 $119,000 $55,000 $48,000 $327,000 Contingency $120,000 $130,000 $284,000 $131,000 $116,000 $781,000 TOTAL $1,324,000 $1,423,000 $3,121,000 $1,436,000 $1,267,000 $8,571,000 62

73 BOLINWOOD DRIVE INTERCEPTOR This project will address surcharging issues along a portion of the Bolinwood Drive Interceptor from north of Hillsborough Street and Mill Run Drive to the Mill Creek Apartments. The need for the project was identified as a result of flow monitoring conducted during the Sanitary Sewer Service Area Study completed in The project includes a series of pipe, manhole, and streambank repairs; pipe size increases; and other potential improvements at four areas along this interceptor in order to address surcharging issues. BENEFITS: maintains permit compliance through reduction of sanitary sewer overflows; replaces aging infrastructure Planning $0 $0 $0 $0 $0 $0 Design/Land $34,000 $0 $0 $0 $0 $34,000 $340,000 $0 $0 $0 $0 $340,000 Inspection $17,000 $0 $0 $0 $0 $17,000 $17,000 $0 $0 $0 $0 $17,000 Contingency $42,000 $0 $0 $0 $0 $42,000 TOTAL $450,000 $0 $0 $0 $0 $450,000 63

74 LITTLE CREEK INTERCEPTOR This project will replace approximately 1,200 LF of 12-inch gravity sewer with 16-inch pipe along the Little Creek Interceptor from the Rogerson Drive Pump Station to about 400 feet west of Brigham Road to address surcharging. The need for the project was identified as a result of flow monitoring conducted during the Sanitary Sewer Service Area Study completed in 2011 and as part of the ongoing field condition assessment program. This project includes two aerial crossings including one across Little Creek at the Rogerson Drive Pump Station. Funding is provided in FY 2017 for completion of construction. BENEFITS: reduces inflow and infiltration into collection system; maintains permit compliance through reduction of sanitary sewer overflows; replaces aging assets Planning $0 $0 $0 $0 $0 $0 Design/Land $0 $0 $0 $0 $0 $0 $454,000 $0 $0 $0 $0 $454,000 Inspection $23,000 $0 $0 $0 $0 $23,000 $23,000 $0 $0 $0 $0 $23,000 Contingency $50,000 $0 $0 $0 $0 $50,000 TOTAL $550,000 $0 $0 $0 $0 $550,000 64

75 DOBBINS DRIVE INTERCEPTOR This project will replace 3,000 LF of 12-inch gravity sewer with 16-inch pipe along the Dobbins Drive Interceptor from Erwin Road to East Franklin Street to address predicted surcharging. Additional flow monitoring completed in FY 2015 confirmed the need for this project. Design and construction are being coordinated with the Dobbins Drive Water Main Replacement project. BENEFITS: reduces inflow and infiltration into collection system; maintains permit compliance through reduction of sanitary sewer overflows; replaces aging assets Planning $0 $0 $0 $0 $0 $0 Design/Land $181,000 $0 $0 $0 $0 $181,000 $0 $1,965,000 $0 $0 $0 $1,965,000 Inspection $0 $99,000 $0 $0 $0 $99,000 $0 $99,000 $0 $0 $0 $99,000 Contingency $19,000 $217,000 $0 $0 $0 $236,000 TOTAL $200,000 $2,380,000 $0 $0 $0 $2,580,000 65

76 CREEK CROSSING ACCESS IMPROVEMENTS Recent heavy rain events throughout the OWASA service area have made it increasingly difficult for OWASA crews to safely cross area streams with equipment used to maintain the sewer collection system. This project is to improve at grade creek crossings adjacent to existing gravity sanitary sewer creek crossings so crews/contractors can cross the creeks safely and with minimal environmental impacts. Design began in FY 2016 for six (6) creek crossings identified by OWASA staff: three (3) along Morgan Creek, two (2) off Burlage Circle, and one (1) between 601 and 603 Brookview Drive. Following design completion and easement acquisition, construction is programmed to be completed in FY BENEFITS: reduces operational risk by improving vehicular access for maintenance purposes Planning $0 $0 $0 $0 $0 $0 Design/Land $45,000 $0 $0 $0 $0 $45,000 $0 $323,000 $0 $0 $0 $323,000 Inspection $0 $17,000 $0 $0 $0 $17,000 $0 $17,000 $0 $0 $0 $17,000 Contingency $5,000 $36,000 $0 $0 $0 $41,000 TOTAL $50,000 $393,000 $0 $0 $0 $443,000 66

77 CREEK CROSSING ACCESS IMPROVEMENTS (CONTINUED) 67

78 ROGERS ROAD GRAVITY SANITARY SEWER EXTENSION In 2015, an engineering consultant retained by OWASA completed an engineering study related to the extension of sanitary sewer service to 86 properties located in the Historic Rogers Road Area. Subsequently, Orange County and OWASA entered into an agreement for the completion of design and permitting services. The County is reimbursing OWASA for the design costs, primarily the cost of services by a consulting engineer. As of July 2016, the design is 90% complete. The process of getting construction permits is likely to be complete by the winter of The funding amounts shown below exclude costs for easement acquisition, sewer connection fees, the private sewer connection pipe and related plumbing work. Our consulting engineer may revise this estimate when the design is complete. Orange County and the Towns of Chapel Hill and Carrboro will make decisions on construction and funding of construction. (OWASA is legally unable to subsidize the extension of water and sewer service.) An additional agreement between Orange County and OWASA will be required for the bidding and construction phase services. Orange County will reimburse OWASA for consultant and contractor expenses associated with this project. BENEFITS: extends service to additional customers in accordance with agreement with Orange County Planning $0 $0 $0 $0 $0 $0 Design/Land $40,000 $0 $0 $0 $0 $40,000 $822,000 $3,904,000 $0 $0 $0 $4,726,000 Inspection $42,000 $196,000 $0 $0 $0 $238,000 $42,000 $196,000 $0 $0 $0 $238,000 Contingency $0 $430,000 $0 $0 $0 $430,000 TOTAL $946,000 $4,726,000 $0 $0 $0 $5,672,000 68

79 69

80 GRAVITY SEWER HYDRAULIC MODELING Since the last sewer collection system master plan completed in 2011, several areas of the service area have undergone changes in development patterns which may differ from assumptions used in the prior modeling. This project provides funding for a flow monitoring throughout the service area in FY 2017 followed by hydraulic modeling to assess areas of present and future capacity deficiencies in FY Future demands will be based on planning assumptions used by the Towns and University. This project may confirm the need and timing of the Bolin Creek Interceptor replacement from Estes Drive to Pathway Drive (CIP ) and/or other future capacity projects currently programmed within the 20-year planning horizon (not included within the five-year CIP period). BENEFITS: determines asset risk; identifies replacement needs due to current or future capacity deficiencies Planning $136,000 $136,000 $0 $0 $0 $272,000 Design/Land $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 Inspection $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 Contingency $14,000 $14,000 $0 $0 $0 $28,000 TOTAL $150,000 $150,000 $0 $0 $0 $300,000 70

81 CATEGORY 277: WASTEWATER PUMP STATIONS AND FORCE MAINS Background Where feasible, wastewater collection lines are constructed with a downhill slope to allow wastewater to flow by gravity to the Wastewater Treatment Plant (WWTP). Where collection mains encounter a hill or become prohibitively deep, a pump station raises the wastewater to a level where it can flow again by gravity to the WWTP. Pump stations are essential for moving wastewater out of areas where gravity configurations are not feasible. Pump stations are also used to discharge wastewater to force mains, which are pressurized pipes that transmit wastewater to a gravity collection main or to the WWTP. Rogerson Drive Pump Station OWASA s goal is to reduce the number of wastewater pump stations and force mains to the lowest practical number. Where these facilities are necessary, OWASA strives to achieve 100 percent reliability. Existing Facilities and Recent Improvements There are 21 pump stations and 14 miles of force mains in the service area. The pump stations at Rogerson Drive and Morgan Creek are the largest. The Rogerson Drive pump station collects all wastewater generated in the Bolin Creek, Booker Creek, and Little Creek drainage basins and conveys it via force main to the WWTP. The Morgan Creek pump station located at, and considered to be part of, the WWTP delivers all wastewater collected from the Morgan Creek basin into the plant. Most of OWASA s wastewater pump stations are supported by permanent on-site electrical generators to provide standby power during outages. Two of these (in the Heritage Hills and Rangewood neighborhoods) are located in the University Lake watershed. Our five largest pump stations Rogerson Drive, Morgan Creek, Eastowne, Countryside, and Meadowmont 1 all have permanent standby generators. Two pump stations with permanent generators (Eubanks Road and Meadowmont 2) were added to the OWASA system in Permanent generators were also installed at many of the smaller pump stations from FY 2003 through FY Most recently, a permanent generator was installed at the Tinkerbell pump station when it was reconstructed in FY Other reliability improvements have included the installation of standardized outlets to enable quick connection of portable generators during power outages, and the installation of pipes and valves to enable bypass pumping. The Morgan Creek pump station was constructed as part of the 14.5 MGD Upgrade and Expansion Project for the WWTP in FY It includes four submersible pumps rated at 9.5 MGD each and has a firm pumping capacity of 30 MGD. All four pumps have variable frequency drives (VFDs) that allow adjustment of the pumping rate and help reduce the amount of electrical energy used for pumping. Other projects completed within the past 10 years include the expansion and upgrade of several existing facilities and the elimination ( phase out ) of other pump stations through the construction of additional gravity sewer mains. The Heritage Hills pump station was improved in FY 2005 with a new wet well, new 71

82 pumps, and controls. The North Forest Hills pump station was phased out in FY 2006, and the Piney Mountain pump station was replaced in FY The Lloyd Street and Starlite Drive pump stations were phased out in FY 2008, and the Cleland Drive pump station was phased out in FY The removal of these four wastewater pumping stations reduced OWASA s electrical energy use by about 17,000 kilowatt-hours per year. Improvements to the Countryside pump station (CIP ) and the Forest Creek pump station were completed in FY 2012, while improvements at the Oaks 3 and Tinkerbell pump stations (CIP ) were completed in FY A force main condition evaluation study (CIP ) was completed in FY 2013 and found the Rogerson Drive and Eastowne pump stations force mains to be in good condition. The 8-inch diameter asbestos cement (AC) force main serving the Heritage Hills subdivision (CIP ) was replaced with an 8-inch diameter polyvinyl chloride (PVC) pipe in FY A FY 2016 study found the Manning Drive force main to be in good condition with the exception of a valve replacement which will be completed in FY of improvements at Piney Mountain pump station (CIP ) began in FY 2016 and will be complete in FY (The Piney Mountain Homeowners Association, as the sole beneficiary of OWASA s Piney Mountain pump station and force main, pays all associated CIP, operational and maintenance expenses.) Planned Improvements Improvements to the pump stations at Eastowne, Eubanks, and Meadowmont 1 (CIP ) will occur in FY 2017 and Rehabilitation and upgrades to the Rogerson Drive pump station (CIP ) will also be completed in this same time period. Design of the improvements at all four of these pump stations has commenced. A project to rehabilitate or relocate the Knolls pump station at Pope Road will be designed in FY 2017 with construction planned for FY An evaluation of potential redundancy alternatives for the Rogerson Drive Force Main, an asset with very high risk scores, will be completed in FY Future projects are scheduled for pump station rehabilitations at North Lakeshore Drive (CIP ) and Chapel Hill North (CIP ), and for a parallel force main installation at Lake Ellen pump station (CIP ). Future evaluations of all the force mains in the collection system will be performed periodically, as warranted. 72

83 CATEGORY 277: WASTEWATER PUMP STATIONS AND FORCE MAINS Pump Station Recapitalization Lake Ellen Force Main Replacement Force Main Condition Evaluation Eastowne, Eubanks, Meadowmont 1 Pump Station Rehabilitation North Lakeshore Drive Pump Station Replacement Rogerson Drive Force Main Redundancy Evaluation Rogerson Drive Pump Station Rehabilitation Chapel Hill North Pump Station Rehabilitation FY 2017 FY 2018 FY 2019 FY 2020 FY 2021 Five-Year Total $0 $0 $0 $0 $326,000 $326,000 $0 $0 $35,000 $100,000 $0 $135,000 $0 $0 $0 $338,000 $0 $338,000 $125,000 $665,000 $0 $0 $0 $790,000 $0 $0 $45,000 $386,000 $0 $431,000 $50,000 $0 $0 $0 $0 $50,000 $250,000 $2,844,000 $0 $0 $0 $3,094,000 $0 $0 $25,000 $122,000 $0 $147, Knolls Pump Station Rehab $80,000 $500,000 $0 $0 $0 $580, Category Total $505,000 $4,009,000 $105,000 $946,000 $326,000 $5,891,000 73

84 74

85 PUMP STATION RECAPITALIZATION PROJECTS This project provides a basis for funding future replacement and rehabilitation of existing equipment at various pump stations throughout the OWASA system. OWASA staff identifies necessary improvements by regularly inspecting equipment and evaluating pump station maintenance history. A 2% recapitalization rate for these pump station facilities is included beginning in the fifth year of the current CIP and extends through the remainder of the CIP planning horizon. Specific identified project needs are assigned distinct CIP project numbers, so recapitalization funds are not included in the first four years of the current CIP. Minor repairs are usually funded through the operation and maintenance budget. CIP funds are allocated for major repairs or replacement of equipment which are considered outside of normal maintenance needs. BENEFITS: replaces or extends useful life of aging assets Planning $0 $0 $0 $0 $0 $0 Design/Land $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 Inspection $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 Contingency $0 $0 $0 $0 $326,000 $326,000 TOTAL $0 $0 $0 $0 $326,000 $326,000 75

86 LAKE ELLEN FORCE MAIN REPLACEMENT Additional wastewater flow is expected to be generated in the upper Booker Creek portion of OWASA s service area, which is served by the Lake Ellen pump station. The 2011 Sanitary Sewer Service Area Study noted that an increase in the size of the force main from the station will be needed. Currently, the station is served by parallel 4-inch and 6-inch force mains. The current budget is for the replacement of the 4-inch force main with a new 8-inch force main. Design is scheduled for FY 2019 with the improvements scheduled for FY Results from the Gravity Sewer Hydraulic Modeling project (CIP ) will confirm the need, scope, and timing for this project. BENEFITS: replaces or extends useful life of aging assets Planning $0 $0 $0 $0 $0 $0 Design/Land $0 $0 $31,000 $0 $0 $31,000 $0 $0 $0 $81,000 $0 $81,000 Inspection $0 $0 $0 $5,000 $0 $5,000 $0 $0 $0 $5,000 $0 $5,000 Contingency $0 $0 $4,000 $9,000 $0 $13,000 TOTAL $0 $0 $35,000 $100,000 $0 $135,000 76

87 FORCE MAIN CONDITION EVALUATION This project includes field condition evaluation of collection system force mains as identified by the FY 2011 sanitary sewer service area study in order to 1) verify the suspected poor condition of the identified force mains and 2) provide the data required for rehabilitation design. The extent of any rehabilitation is uncertain until the field work is performed. Condition evaluation may consist of a combination of ultrasonic testing, coupon extraction, and leak detection at key locations. Evaluations are scheduled in FY 2020 for the Countryside, Eubanks Road, Piney Mountain, and Rangewood force mains. BENEFITS: determines asset risk; identifies rehabilitation and replacement needs Planning $0 $0 $0 $307,000 $0 $307,000 Design/Land $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 Inspection $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 Contingency $0 $0 $0 $31,000 $0 $31,000 TOTAL $0 $0 $0 $338,000 $0 $338,000 77

88 EASTOWNE, EUBANKS AND MEADOWMONT 1 PUMP STATION REHABILITATION An engineering study was completed in FY 2016 which refined the scope and costs of improvements needed at the three pump stations. Design is expected to be complete in FY 2017, with construction in FY 2018 of the following improvements: 1) Eastowne Pump Station: replacement of the existing can style pump station with a submersible station and improvements to the electrical and controls systems 2) Meadowmont 1 Pump Station: replacement of the electrical distribution system and installation of a variable frequency drive (VFD) 3) Eubanks Pump Station: minor equipment rehabilitation or replacements, including replacement of the air relief valve BENEFITS: reduces safety risks (associated with can style pump stations); potentially reduces energy use; replaces or extends useful life of aging assets; addresses operational inefficiencies Planning $0 $0 $0 $0 $0 $0 Design/Land $113,000 $0 $0 $0 $0 $113,000 $0 $548,000 $0 $0 $0 $548,000 Inspection $0 $28,000 $0 $0 $0 $28,000 $0 $28,000 $0 $0 $0 $28,000 Contingency $12,000 $61,000 $0 $0 $0 $73,000 TOTAL $125,000 $665,000 $0 $0 $0 $790,000 78

89 NORTH LAKESHORE DRIVE PUMP STATION REPLACEMENT The need and budget estimate for this project were identified by OWASA maintenance staff. Funds will be used to design and construct a new pump station to replace the existing one. BENEFITS: replaces or extends useful life of aging assets Planning $0 $0 $0 $0 $0 $0 Design/Land $0 $0 $41,000 $0 $0 $41,000 $0 $0 $0 $319,000 $0 $319,000 Inspection $0 $0 $0 $16,000 $0 $16,000 $0 $0 $0 $16,000 $0 $16,000 Contingency $0 $0 $4,000 $35,000 $0 $39,000 TOTAL $0 $0 $45,000 $386,000 $0 $431,000 79

90 ROGERSON DRIVE FORCE MAIN REDUNDANCY EVALUATION Due to the large amount of flow conveyed in the Rogerson Drive force main, failure of this asset would lead to significant negative environmental, operational, and financial consequences. This risk is further compounded by the long and sometimes difficult vehicular access to the Rogerson Drive pump station. Although the condition of the southern half of the two-mile long force main was evaluated in 2013 and found to have a low likelihood of failure, the current study planned for FY 2017 will assess a range of risk mitigation alternatives in the event that failure does occur, including installation of a parallel and redundant force main. BENEFITS: assesses operational risk; determines need for additional infrastructure, equipment, or procedures Planning $45,000 $0 $0 $0 $0 $45,000 Design/Land $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 Inspection $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 Contingency $5,000 $0 $0 $0 $0 $5,000 TOTAL $50,000 $0 $0 $0 $0 $50,000 80

91 ROGERSON DRIVE PUMP STATION REHABILITATION Preliminary engineering was completed in FY 2016 which refined the project scope to include installation of grinders; installation of four (two new and two replacement) variable frequency drives (VFDs); electrical distribution system replacement; ventilation and air conditioning improvements; and various other safety, efficiency and functional enhancements. The existing VFDs are obsolete and spare parts are no longer being made for them. Rogerson Drive Pump Station is the second largest pump station in the OWASA wastewater collection system and is critical to overall wastewater flow management. BENEFITS: replaces or extends useful life of aging assets; increases capacity and reliability; potentially reduces energy use Planning $0 $0 $0 $0 $0 $0 Design/Land $227,000 $0 $0 $0 $0 $227,000 $0 $2,349,000 $0 $0 $0 $2,349,000 Inspection $0 $118,000 $0 $0 $0 $118,000 $0 $118,000 $0 $0 $0 $118,000 Contingency $23,000 $259,000 $0 $0 $0 $282,000 TOTAL $250,000 $2,844,000 $0 $0 $0 $3,094,000 81

92 CHAPEL HILL NORTH PUMP STATION REHABILITATION The need and preliminary budget estimate to rehabilitate this pump station, especially the system controls and pumps, were identified by OWASA maintenance staff. BENEFITS: replaces or extends useful life of aging assets Planning $0 $0 $0 $0 $0 $0 Design/Land $0 $0 $22,000 $0 $0 $22,000 $0 $0 $0 $101,000 $0 $101,000 Inspection $0 $0 $0 $5,000 $0 $5,000 $0 $0 $0 $5,000 $0 $5,000 Contingency $0 $0 $3,000 $11,000 $0 $14,000 TOTAL $0 $0 $25,000 $122,000 $0 $147,000 82

93 KNOLLS PUMP STATION REHABILITATION/REPLACEMENT The pump station s electrical system, controls, and concrete equipment pads have experienced significant recent degradation which warrants near-term replacement. In addition, conversion of this pump station from the existing can style pump station to a submersible station would provide additional safety and operational efficiencies. Project design in FY 2017 is expected to include a feasibility study of alternatives to relocate the pump station away from its current low-lying and flood prone location. BENEFITS: reduces safety risks (associated with can style pump stations); replaces aging assets; addresses operational inefficiencies Planning $0 $0 $0 $0 $0 $0 Design/Land $72,000 $0 $0 $0 $0 $72,000 $0 $412,000 $0 $0 $0 $412,000 Inspection $0 $21,000 $0 $0 $0 $21,000 $0 $21,000 $0 $0 $0 $21,000 Contingency $8,000 $46,000 $0 $0 $0 $54,000 TOTAL $80,000 $500,000 $0 $0 $0 $580,000 83

94 CATEGORY 278: WASTEWATER TREATMENT AND RECYCLING Background After collection and conveyance from sources throughout the community, wastewater is treated at the Wastewater Treatment Plant (WWTP). A portion of the treated wastewater is reused as reclaimed water (RCW) for non-drinking purposes on the UNC campus and elsewhere, and the remainder is discharged to Morgan Creek, which is a tributary to Jordan Lake. The WWTP employs biological, chemical and physical processes to treat the wastewater. Solids separated from the wastewater are treated and recycled as biosolids. Biosolids are beneficially recycled at multiple agricultural sites in Orange, Alamance and Chatham Counties or sent for composting at a privately-owned facility in Chatham County. The WWTP is OWASA s largest energy-consuming facility. In calendar year 2015, the plant used about 8.3 million kilowatt-hours (kwh) of electricity, or about 52% of the total electrical energy used by OWASA. The energy intensity (amount of energy required for every wastewater unit treated) has declined by about 40% since the installation of a fine bubble diffused aeration system, energy efficient blowers and mixers in Existing Facilities The WWTP is located on Old Mason Farm Road next to UNC s Finley Golf Course. When first placed in service in 1948, the WWTP had a capacity of 2.25 million gallons per day (MGD). Secondary treatment was achieved through one primary clarifier followed by a trickling filter and final clarifier. Solids particles were digested anaerobically. Some of the original facilities are still in service today. Treatment capacity was increased to 4.5 MGD in 1968 with a doubling of existing facilities. Included in this expansion was the addition of two anaerobic digesters and a centrifuge to dewater the biosolids. Improvements completed in 1978 increased treatment capacity to 5.5 MGD and included the construction of an activated sludge basin for ammonia-nitrogen removal and a chlorine contact chamber for effluent disinfection. A 1983 expansion and renovation project, partially funded through a 201 Wastewater 84

95 Facilities Grant from the United States Environmental Protection Agency (USEPA), increased the treatment capacity to 8 MGD. This project included two additional activated sludge basins, major improvements to the aeration equipment, two new final clarifiers, a new chlorine contact chamber, and other major renovations throughout the plant. It also included the acquisition and preparation of the first tract of OWASA-owned land for our biosolids land application program. Additional improvements were completed in 1991 to meet the State's phosphorus effluent limit, as well as a new limit on the amount of chlorine that could be discharged. Other key improvements included aeration basin tie-ins and an engine-driven air blower system capable of using methane gas produced in the digesters. These improvements and others enabled full time use of a biological phosphorus removal process developed and patented by OWASA. A 0.9 MG off-site liquid biosolids storage tank was constructed in 1994 on OWASA s Headwaters property, located west of Carrboro, to provide approximately 30 days of biosolids storage capacity. This improvement allowed a re-rating of the plant capacity from 8 to 9 MGD. An additional 3 MGD of treatment capacity was provided through the FY 2000 expansion and renovation project, thereby increasing the plant s permitted capacity to 12 MGD. This project included construction of a new headworks, Primary Clarifier #3, Aeration Basins #4A and #4B, Secondary Clarifier #4, two 250 horsepower (HP) Electric Blowers for the aeration basins, a new Solids Handling Building that included two new Gravity Belt Thickeners, two new boilers, and Anaerobic Digesters #3 and #4. A 2,000-kilowatt (kw) electrical generator was installed in FY 2001 to improve reliability during power outages. Two 6 MGD diesel powered pumps were installed in 2002 at Intermediate Pump Station #2 to provide additional reliability and redundancy. Another 1.5 MG off-site biosolids storage tank was constructed in FY 2003 to provide adequate biosolids storage capacity needed during extended periods when land application of biosolids was not possible. The WWTP was upgraded and expanded to a capacity of 14.5 MGD as part of a 3-year, $50 million construction project completed in This project provided six new deep-bed denitrification filters, an ultraviolet (UV) disinfection system, new headworks, new influent sewers and influent pump station, new secondary clarifier #5, and major improvements to the aeration basins. In addition, the project converted digester covers from floating to fixed, installed a new digester gas storage system, added chemical storage tanks, and installed a 2,700 kw generator and new switchgear. The denitrification filters will help meet future, more stringent total nitrogen permit limits required by the State s Jordan Lake Nutrient Management Rules. The filters will also enhance our ability to meet the stringent total phosphorus limit as plant flows increase. Biosolids are processed in a series of four anaerobic digesters and then either recycled in liquid form as a low strength fertilizer and soil amendment via land application to local farmlands, or dewatered and transported for composting. The land application sites include both privately-owned sites and one OWASA-owned site. OWASA has both Class A and Class B permits for the land application of biosolids. A rotary press was installed in 2007 to provide onsite biosolids dewatering to about 20% solids. As a result of a FY 2007 odor study, phased projects were recommended to help achieve OWASA s odor control objectives. The first phase was completed in 2007 and included covering and treating foul air from the primary clarifier splitter boxes, the intermediate pump station wetwells, and the aeration basin influent channel. The second phase, completed in FY 2010, covered the primary clarifiers and treated the foul air emanating from them. The third phase (as part of CIP ), completed in FY 2015, covered and treated the air from 10 of the 16 aeration basin cells and included installation of three new scrubbers. Going forward, odor control will be addressed on a project by project basis. 85

96 In 2009 RCW facilities (storage tank, pumping, distribution pipe, etc.) were completed and put into service, and an upgrade of the Digester Complex electrical system was completed. Improvements to the existing flood protection system (CIP ), including work on the berm around the WWTP site, stream bank stabilization to Morgan Creek adjacent to the WWTP berm, and rehabilitation of the existing stormwater pumps were completed in FY A FY 2011 engineering study recommended that to improve treatment process performance, meet more stringent nutrient limits, and reduce energy use and costs, the existing blowers, aeration system, and mixers be replaced with more efficient fine-bubble diffusers, new blowers, and new mixers. As noted above, that project (CIP ) was completed in FY 2015 in conjunction with the third phase of odor control improvements. The new blowers, aeration system, and mixers reduced electricity use at the WWTP by about 40 percent and energy costs by about $300,000 in A study completed in FY 2013 resulted in construction work to upgrade the existing hypochlorite feed system (CIP ) that was completed in FY Another study completed in FY 2013 assessed the need for repairs to the electrical components and leaks in walls of the digesters at the WWTP. The digester electrical repairs were completed in FY 2015 as part of the aeration system project (CIP ) and the design to repair the walls of Digesters #1 and #2 (CIP ) was completed in FY 2015 with completion of ongoing construction planned for FY In addition, staff identified a need for an ongoing comprehensive coatings program (CIP ) that began in FY 2015 to better ensure the long-term life of plant (WTP, WWTP, and pump station) facilities. Planned Improvements A FY 2011 engineering study evaluated the WWTP s nutrient removal and hydraulic capacity and recommended certain operational changes for optimizing existing processes as well as capital improvements to address future capacity limitations. Implementation of several of these operational recommendations resulted in immediate and significant benefits through reduced operating costs. The study s main findings were significant in that the plant is now expected to be able to meet the more stringent future permit limits for total nitrogen without additional capital investment, assuming flow conditions associated with the WWTP s permitted capacity of 14.5 MGD. The study also found that further expansion of the WWTP to 18.5 MGD is not expected to be required until at least FY 2030, based on OWASA s current flow projections. for Digesters #1 and #2 Rehabilitation (CIP ) and Stormwater Pump Station Electrical Rehabilitation (CIP ) began in FY 2016 and will be completed in FY The ongoing comprehensive coatings program (CIP ) that began in FY 2015 is scheduled to continue as warranted over the next several years. Replacement of the three Non-Drinking Water Process Pumps (CIP ) will occur in FY 2017, and preliminary design has begun for an ongoing project to replace the three gravity belt thickeners (CIP ). New projects commencing in FY 2017 include rehabilitation of electrical and ventilation components at the Intermediate Pump Stations (CIP ), installation of backflow prevention equipment for the drinking water main (CIP ), evaluation of rehabilitation alternatives for the secondary clarifiers (CIP ), upgrades to the equipment controls system (CIP ), critical spare pump replacement (CIP ), and an ongoing program to assess and rehabilitate deteriorating building envelope components (roofs, walls, windows, etc) which fall outside OWASA s normal maintenance program. Other WWTP projects to be completed in the next five years include construction of a warehouse (CIP ), rehabilitation of the Filtrate-Scum Pump Station near the Dewatering Building (CIP ), and rehabilitation of the fermenter tank and equipment (CIP ). 86

97 In FY 2012, OWASA completed a planning-level evaluation of alternatives for beneficially using the methane gas produced during the digestion process (approximately 110,000 cubic feet of biogas per day). Options studied included installation of a 350 to 700 kw methane-powered engine and recovering both power and heat for the digesters from the engine. The study concluded that the 350 kw engine option could produce more than 2 million kwh of electricity each year at current gas production rates which is about 25% of the WWTP s 2015 electricity use. All options would require a biogas treatment and conditioning system to ensure reliable, long-term operation of the engine. The larger engine size options included installation of a fats, oils, and grease receiving facility to enhance gas production. The alternatives ranged from about $2.2 to $5.1 million in cost. The initial study was unable to identify a straightforward strategy to beneficially use the biogas generated at the WWTP and generate enough revenue to offset its costs within the anticipated useful life of the equipment. OWASA is continuing to evaluate project alternatives and identify community partners with the goal of improving the economics for this important project. Placeholder funding is included in FY 2018 to support a detailed feasibility study. Design of this project (CIP ) currently is planned to begin in FY 2021, but may be reconsidered depending on the results of the feasibility study and ongoing discussions with potential project partners. Million Gallons per Day (mgd) Mason Farm WWTP Max Month Flow Projections WWTP Capacity (max month) = 14.5 mgd since Fall 2007 Actual Demands ` Future Demands '95 '00 '05 '10 '15 '20 '25 '30 '35 '40 '45 '50 '55 '60 Fiscal Year Max Month Flow = Average Day x 1.25 A "High" Demand x 1.25 "Expected" Demand x 1.25 "Low" Demand x 1.25 A Actual peak month ratios (max month/average annual flow) from ranged from 1.07 to 1.40 with a mean value of is the monthly ratio used in Hazen and Sawyer's November 2010 Mason Farm WWTP Hydraulic and Treatment Capacity Analysis. Future demands are shown per LRWSP Appendix II, Attachment 4, rev 8/30/2011; these demands are being reassessed as part of the ongoing LRWSP update. 87

98 CATEGORY 278: WASTEWATER TREATMENT FY 2017 FY 2018 FY 2019 FY 2020 FY 2021 Five-Year Total WWTP Recapitalization $0 $0 $0 $4,424,000 $4,724,000 $9,148, WWTP Biogas-to-Energy Combined Heat and Power Comprehensive Coatings Program $0 $100,000 $0 $0 $250,000 $350,000 $300,000 $300,000 $300,000 $0 $0 $900, WWTP Warehouse $0 $25,000 $50,000 $450,000 $0 $525, WWTP Gravity Belt Thickener Replacement WWTP Digesters #1 & #2 Rehabilitation WWTP Intermediate Pump Stations (IPS) Rehabilitation WWTP Stormwater Pump Station Electrical System Rehabilitation WWTP Non Potable Water Pump Replacements WWTP Scum Pump Station Rehabilitation Water and Wastewater Facilities Building Envelope Rehabilitation WWTP Fermenter Tank and Pump Rehabilitation WWTP Backflow Prevention WWTP Secondary Clarifier Rehabilitation WWTP SCADA System Upgrade Wastewater Facilities Critical Spare Pumps $180,000 $860,000 $860,000 $0 $0 $1,900,000 $400,000 $0 $0 $0 $0 $400,000 $91,000 $913,000 $0 $0 $0 $1,004,000 $50,000 $0 $0 $0 $0 $50,000 $275,000 $0 $0 $0 $0 $275,000 $0 $50,000 $300,000 $0 $0 $350,000 $100,000 $150,000 $150,000 $0 $0 $400,000 $0 $70,000 $750,000 $0 $0 $820,000 $80,000 $0 $0 $0 $0 $80,000 $50,000 $0 $0 $0 $0 $50,000 $150,000 $0 $0 $0 $0 $150,000 $125,000 $0 $0 $0 $0 $125, WWTP Capacity Upgrade $0 $0 $0 $100,000 $100,000 $200, Category Total $1,801,000 $2,468,000 $2,410,000 $4,974,000 $5,074,000 $16,727,000 88

99 WWTP RECAPITALIZATION PROJECTS This project provides a basis for funding future replacement and rehabilitation of WWTP facilities that have exceeded their useful service life. A 2% recapitalization rate for the WWTP facilities is included beginning in the fourth year of the current CIP and extends through the remainder of the CIP planning horizon. Specific identified project needs are assigned distinct CIP project numbers, so recapitalization funds are not included in the first three years of the current CIP. BENEFITS: reduces or extends the useful life of aging assets Planning $0 $0 $0 $0 $0 $0 Design/Land $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 Inspection $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 Contingency $0 $0 $0 $4,424,000 $4,724,000 $9,148,000 TOTAL $0 $0 $0 $4,424,000 $4,724,000 $9,148,000 89

100 WWTP BIOGAS-TO-ENERGY COMBINED HEAT AND POWER This project includes design and installation of a new methane gas-powered engine to replace the old engine no longer in service at the WWTP. As envisioned, the engine would produce electrical power that would either be used on-site or sold to Duke Energy. Waste heat from the engine would be captured and used to heat anaerobic digesters. A biogas treatment and conditioning system would be required to ensure long-term reliability of the new engine. (The old engine did not have biogas treatment facilities and was not capable of waste heat recovery.) An analysis in 2011 was unable to identify a straightforward strategy to beneficially use the biogas generated at the WWTP and generate enough revenue to offset its costs within the anticipated useful life of the equipment. OWASA is continuing to evaluate project alternatives and identify community partners with the goal of improving the economics for this important project. Placeholder funding is included in FY 2018 to support a detailed feasibility study. Design of this project (CIP ) currently is planned to begin in FY The placeholder funds and timing shown for this project may need to be revised substantially as additional information is obtained. BENEFITS: reduces energy and natural gas use; beneficially uses methane generated at WWTP Planning $0 $91,000 $0 $0 $0 $91,000 Design/Land $0 $0 $0 $0 $227,000 $227,000 $0 $0 $0 $0 $0 $0 Inspection $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 Contingency $0 $9,000 $0 $0 $23,000 $23,000 TOTAL $0 $100,000 $0 $0 $250,000 $350,000 90

101 COMPREHENSIVE COATINGS PROGRAM WWTP staff identified the need for an ongoing coatings systems program to maintain viable coatings systems for buildings, structures, equipment, and appurtenances using contractors that specialize in coatings system management. Annual projects at the WWTP are identified and prioritized by staff based upon a recently completed comprehensive coatings system audit. In addition, projects at other OWASA facilities identified and prioritized by staff are being included in this ongoing program. BENEFITS: extends the useful life of aging assets; reduces maintenances costs Planning $0 $0 $0 $0 $0 $0 Design/Land $0 $0 $0 $0 $0 $0 $272,000 $272,000 $272,000 $0 $0 $816,000 Inspection $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 Contingency $28,000 $28,000 $28,000 $0 $0 $84,000 TOTAL $300,000 $300,000 $300,000 $0 $0 $900,000 91

102 WWTP WAREHOUSE Funds are included in FY 2019 to design, and in FY 2020 to construct, an on-site WWTP warehouse for storage of critical spare parts and equipment. Maintenance and control of spare parts and equipment is essential to the WWTP s effective operation and maintenance. A central WWTP warehouse will enhance tracking, replacement, and access to parts and equipment, including during emergency situations, by simplifying the linkage to OWASA s integrated asset management system. BENEFITS: increases operational efficiency; reduces safety risk Planning $0 $22,000 $0 $0 $0 $22,000 Design/Land $0 $0 $45,000 $0 $0 $45,000 $0 $0 $0 $371,000 $0 $371,000 Inspection $0 $0 $0 $19,000 $0 $19,000 $0 $0 $0 $19,000 $0 $19,000 Contingency $0 $3,000 $5,000 $41,000 $0 $49,000 TOTAL $0 $25,000 $50,000 $450,000 $0 $525,000 92

103 WWTP GRAVITY BELT THICKENER REPLACEMENT The WWTP solids treatment train employs three gravity belt thickeners (GBTs) to aid in the separation of solids from the liquid waste stream and to reduce the volume of biosolids prior to land application or disposal. A temporary polymer feed system was installed in 2015 to replace two polymer feed systems that previously fed the GBT s. The project will replace the three GBT s, improve odor control equipment, and integrate several process improvements. A preliminary engineering study began in FY 2016 and, along with detailed design, will be complete in FY is currently estimated to span FY 2018 and FY 2019, but the scope, timing, cost of the improvements will be refined as design of the project progresses. BENEFITS: replaces aging assets; increases operational efficiency; potentially reduces energy use Planning $0 $0 $0 $0 $0 $0 Design/Land $163,000 $0 $0 $0 $0 $163,000 $0 $709,000 $709,000 $0 $0 $1,418,000 Inspection $0 $36,000 $36,000 $0 $0 $72,000 $0 $36,000 $36,000 $0 $0 $72,000 Contingency $17,000 $79,000 $79,000 $0 $0 $175,000 TOTAL $180,000 $860,000 $860,000 $0 $0 $1,900,000 93

104 WWTP DIGESTERS NO. 1 & NO. 2 REHABILITATION Design for the structural rehabilitation of the Digester No. 1 and Digester No. 2 concrete tanks was completed in FY began in FY 2016 and will be complete in FY The work involves sequentially removing the tanks from service, draining and cleaning them, and making appropriate repairs to the tank walls and other equipment. In addition, the project is replacing the gas storage equipment which is mounted at the top of Digester No. 1 and has reached the end of its service life. BENEFITS: replaces and/or extends the useful life of aging assets Planning $0 $0 $0 $0 $0 $0 Design/Land $0 $0 $0 $0 $0 $0 $329,000 $0 $0 $0 $0 $329,000 Inspection $17,000 $0 $0 $0 $0 $17,000 $17,000 $0 $0 $0 $0 $17,000 Contingency $37,000 $0 $0 $0 $0 $37,000 TOTAL $400,000 $0 $0 $0 $0 $400,000 94

105 WWTP INTERMEDIATE PUMP STATIONS (IPS) REHABILITATION A FY 2016 engineering study determined that rehabilitation of certain components of both pump stations was preferable to replacing or relocating stations. Funds are provided in FY 2017 and FY 2018 for electrical system improvements (to correct code deficiencies), ventilation and air conditioning improvements, and replacements of variable frequency drives (VFDs) as recommended by the study. Funds for pump replacements are programmed in FY BENEFITS: replaces aging assets; corrects code deficiencies; reduces safety risk; potentially reduces energy use Planning $0 $0 $0 $0 $0 $0 Design/Land $82,000 $0 $0 $0 $0 $82,000 $0 $754,000 $0 $0 $0 $754,000 Inspection $0 $38,000 $0 $0 $0 $38,000 $0 $38,000 $0 $0 $0 $38,000 Contingency $9,000 $83,000 $0 $0 $0 $92,000 TOTAL $91,000 $913,000 $0 $0 $0 $1,004,000 95

106 WWTP STORMWATER PUMP STATION ELECTRICAL SYSTEM REHABILITATION Stormwater which accumulates at the WWTP site is pumped by the WWTP stormwater pump station into Morgan Creek. Rehabilitation of the existing stormwater pumps was completed in FY However, that project did not include the pump station s electrical system and controls. The station s electrical system and controls are well beyond their useful lives and need to be upgraded to ensure its safe, reliable operation. This project will include rehabilitating the existing electrical switchgear, associated pump controls, and any needed Supervisory Control and Data Acquisition (SCADA) system upgrades. BENEFITS: replaces aging assets; increases operational reliability; reduces safety risk Planning $0 $0 $0 $0 $0 $0 Design/Land $0 $0 $0 $0 $0 $0 $40,000 $0 $0 $0 $0 $40,000 Inspection $2,000 $0 $0 $0 $0 $2,000 $2,000 $0 $0 $0 $0 $2,000 Contingency $6,000 $0 $0 $0 $0 $6,000 TOTAL $50,000 $0 $0 $0 $0 $50,000 96

107 WWTP NON-POTABLE WATER PUMP REPLACEMENTS The WWTP uses highly treated wastewater effluent (non-potable or non-drinking water) that would otherwise be discharged from the plant for numerous functions around the WWTP. Three pumps convey this treated wastewater effluent for use as pump seal water; polymer make-up water; in the bar screen, compactor, and grit washing systems; as well as for various clean-up and wash down activities throughout the WWTP. These critical WWTP process pumps are reaching the end of their useful lives and will be replaced. BENEFITS: replaces aging assets Planning $0 $0 $0 $0 $0 $0 Design/Land $40,000 $0 $0 $0 $0 $40,000 $190,000 $0 $0 $0 $0 $190,000 Inspection $10,000 $0 $0 $0 $0 $10,000 $10,000 $0 $0 $0 $0 $10,000 Contingency $25,000 $0 $0 $0 $0 $25,000 TOTAL $275,000 $0 $0 $0 $0 $275,000 97

108 WWTP SCUM PUMP STATION REHABILITATION The WWTP scum pump station collects the filtrate from the rotary press dewatering process as well as the scum and foam removed from the wastewater surface in the secondary clarifiers. This accumulated fluid is then pumped back to the WWTP s headworks. The pump station has experienced numerous problems in recent years and its risk of failure and a resulting overflow is high. This project will rehabilitate the existing pump station s pumps, electrical system, and associated controls or, if warranted, replace the existing pump station. BENEFITS: replaces aging assets Planning $0 $0 $0 $0 $0 $0 Design/Land $0 $45,000 $0 $0 $0 $45,000 $0 $0 $246,000 $0 $0 $246,000 Inspection $0 $0 $13,000 $0 $0 $13,000 $0 $0 $13,000 $0 $0 $13,000 Contingency $0 $5,000 $28,000 $0 $0 $33,000 TOTAL $0 $50,000 $300,000 $0 $0 $350,000 98

109 WATER AND WASTEWATER FACILTIES BUILDING ENVELOPE REHABILITATION PROGRAM This is a multi-year condition assessment and rehabilitation program which will evaluate and prioritize the rehabilitation or replacement of the building envelope systems (roofs, walls, windows, etc.) on all of OWASA s buildings and structures at the WTP, WWTP, and remote facilities such as pump stations and reservoirs. This program is a result of OWASA s ongoing development of a comprehensive asset management program. Refinements to future CIP budgets will be determined by a comprehensive evaluation and prioritization of rehabilitation needs that will be conducted in FY BENEFITS: extends the useful life of aging assets; reduces energy use Planning $45,000 $0 $0 $0 $0 $45,000 Design/Land $45,000 $0 $0 $0 $0 $45,000 $0 $122,000 $122,000 $0 $0 $244,000 Inspection $0 $7,000 $7,000 $0 $0 $14,000 $0 $7,000 $7,000 $0 $0 $14,000 Contingency $10,000 $14,000 $14,000 $0 $0 $38,000 TOTAL $100,000 $150,000 $150,000 $0 $0 $400,000 99

110 WWTP FERMENTER TANK AND PUMP REHABILITATION This project will involve draining, cleaning, and inspecting the primary sludge fermenter tank and appurtenances, in particular the T-Lock lining system installed in In addition, the project will include rehabilitation/replacement of the fermenter s mixing pumps and the progressive cavity pump (that was designed to pump out the bottom cone of the tank but has been inoperable for several years). BENEFITS: improves operational efficiency; reduces safety risk; reduces maintenance requirements; reduces potential odor sources Planning $0 $0 $0 $0 $0 $0 Design/Land $0 $63,000 $0 $0 $0 $63,000 $0 $0 $619,000 $0 $0 $619,000 Inspection $0 $0 $31,000 $0 $0 $31,000 $0 $0 $31,000 $0 $0 $31,000 Contingency $0 $7,000 $69,000 $0 $0 $76,000 TOTAL $0 $70,000 $750,000 $0 $0 $820,

111 WWTP BACKFLOW PREVENTION The backflow preventer installed on the service line to the WWTP istration Building needs to be replaced to meet current regulations. In addition, connectivity and backflow prevention requirements for several other buildings at the WWTP site need to be confirmed. This project provides funding for investigation of site plumbing and existing cross-connection measures, as well as installation of required backflow prevention devices on the potable water main and building services as required. BENEFITS: protects public water system Planning $0 $0 $0 $0 $0 $0 Design/Land $72,000 $0 $0 $0 $0 $72,000 $0 $0 $0 $0 $0 $0 Inspection $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 Contingency $8,000 $0 $0 $0 $0 $8,000 TOTAL $80,000 $0 $0 $0 $0 $80,

112 WWTP SECONDARY CLARIFIER REHABILITATION The WWTP has five secondary clarifier units of various capacities, ages, and features. Due to a variety of aging infrastructure and maintenance challenges secondary clarifiers #2, #3 and #4 are rarely in operation. This serves to not only limit the operational needs of secondary clarification (especially during wet weather flows) but also is accelerating the continued deterioration of surface coatings in the clarifiers. Funding is provided in FY 2017 for a comprehensive condition assessment and prioritized rehabilitation recommendations, including potential items such as rehabilitation of the internal mechanical drive mechanisms of secondary clarifiers #2 and #3; comprehensive coatings rehabilitation of secondary clarifiers #2 and #3; renovation of the combined return activated sludge (RAS) pump station and building for these clarifiers; conversion of secondary clarifier #4 from the current internal weir design to a traditional peripheral effluent weir trough and weir plate; and other rehabilitation needs that may be determined from the condition assessment. Funding for rehabilitation itself will be provided in future year CIP following completion of the study. BENEFITS: replaces or extends the useful life of aging assets; improves operational flexibility and efficiency Planning $0 $0 $0 $0 $0 $0 Design/Land $45,000 $0 $0 $0 $0 $45,000 $0 $0 $0 $0 $0 $0 Inspection $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 Contingency $5,000 $0 $0 $0 $0 $5,000 TOTAL $50,000 $0 $0 $0 $0 $50,

113 WWTP SCADA UPGRADES To monitor and control the treatment process, the WWTP currently utilizes a comprehensive Supervisory Control and Data Acquisition (SCADA) system which displays complex and visually detailed 3-D graphical representations of the unit processes at the WWTP. To increase staff s efficiency and effectiveness in monitoring and controlling the treatment process through an ever-increasing amount of data, this project will install a SCADA system designed to provide a visually simplified but more intelligent and intuitive interface with plant operators, including such features as instantaneous trending in order to enhance situational awareness for staff. BENEFITS: increases operational efficiency Planning $0 $0 $0 $0 $0 $0 Design/Land $0 $0 $0 $0 $0 $0 $136,000 $0 $0 $0 $0 $136,000 Inspection $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 Contingency $14,000 $0 $0 $0 $0 $14,000 TOTAL $150,000 $0 $0 $0 $0 $150,

114 WASTEWATER FACILITIES CRITICAL SPARE PUMPS Several facilities at the WWTP and wastewater pump station sites are required by permit to maintain redundant pumping capabilities due to their criticality. Availability of spare pumps for these critical sites is desired to quickly and efficiently maintain operations during pump failures or planned pump maintenance. BENEFITS: increases operational efficiency Planning $0 $0 $0 $0 $0 $0 Design/Land $0 $0 $0 $0 $0 $0 $113,000 $0 $0 $0 $0 $113,000 Inspection $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 Contingency $12,000 $0 $0 $0 $0 $12,000 TOTAL $125,000 $0 $0 $0 $0 $125,

115 WWTP CAPACITY UPGRADE The most recent hydraulic and treatment capacity evaluation of the WWTP was completed in 2010 and determined that the next WWTP capacity upgrade to 18.5 million gallons per day (MGD) would cost $59 million (2010 dollars) but would not be required until at least Funds are provided in FY 2020 and FY 2021 to perform an updated capacity evaluation and facility master plan for the WWTP. Of particular interest will be the required timing for the 18.5 MGD plant capacity upgrade. BENEFITS: determines asset risk; identifies future capital investment needs Planning $0 $0 $0 $91,000 $91,000 $182,000 Design/Land $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 Inspection $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 Contingency $0 $0 $0 $9,000 $9,000 $18,000 TOTAL $0 $0 $0 $100,000 $100,000 $200,

116 CATEGORY 279: RECLAIMED WATER Background In April 2009, OWASA began operating a reclaimed water (RCW) system that provides non-drinking water for certain uses that were previously met with drinking water. RCW is the highly treated water produced through advanced treatment at the Wastewater Treatment Plant (WWTP). Disinfection is provided by ultraviolet light and chlorine. Among other benefits, the RCW system: enables OWASA to meet non-drinking water Reclaimed Water System needs in a cost-effective manner while freeing up the community's drinking water supply and treatment capacities to meet essential needs; lowers the risk of a water shortage for all customers during drought conditions; defers or eliminates the need for costly water supply and/or treatment facilities; and requires about 35% less energy per 1,000 gallons of water supplied compared to our drinking water system. Following the record drought of 2001/2002, OWASA and the University of North Carolina at Chapel Hill (UNC) partnered to develop the RCW system to meet certain non-drinking water demands on campus. In April 2006, OWASA and UNC entered into a contract in which UNC agreed to pay the entire cost of building the RCW system, and OWASA agreed to operate and maintain the system. Operating costs for the RCW system are paid for solely by OWASA s RCW customers, rather than by the entire customer base. OWASA received $1.6 million in grant funds from the North Carolina Clean Water Management Trust Fund to pay for engineering design and permitting costs and a $625,500 grant from the U.S. Environmental Protection Agency to help pay for construction of the RCW pump station and storage tank. The system was completed in 2009 at a cost of about $14 million. RCW is used by UNC and UNC Hospitals as make-up water for the cooling towers at the five major chilled water plants on the main campus. It is also used for irrigating athletic fields and for toilet flushing at the Genomic Sciences Building and NC Botanical Gardens Visitor Education Center. In 2011, OWASA began providing RCW to a private customer for irrigating an all-purpose athletic field and toilet flushing. Existing Facilities The RCW system consists of a 600,000 gallon RCW storage tank and pumping station at the WWTP, a bulk-fill facility for loading RCW into tank trucks, and about five miles of RCW pipe ranging in size from 6 to 24 inches in diameter. The RCW system currently is configured to meet a total peak day demand of 3 million gallons per day (MGD). The system was designed and constructed to allow for cost-effective expansion to about 5 MGD 106

117 in the future. RCW average demands are projected to be about 0.69 MGD in FY 2017 and to increase to about 0.85 MGD by 2023 based on the latest information provided by UNC. The system's current configuration will meet projected RCW demands for the foreseeable future. Planned Improvements No RCW system projects are included in the CIP at this time, primarily because the system is relatively new and the capacity is adequate to meet projected needs for the foreseeable future. However, the University has indicated an interest in eventually extending the RCW distribution system to serve the cooling towers at the Cogeneration Plant on West Cameron Avenue. If and when the University decides that is economically feasible, it will be responsible for paying the full cost to design and install the RCW line. CATEGORY 279: RECLAIMED WATER FY Category Total FY 2018 FY 2019 FY 2020 FY 2021 Five-Year Total $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 107

118 CATEGORY 280: CENTRAL OFFICE AND OPERATIONS Background OWASA employs approximately 130 people. The majority work at the Jones Ferry Road istration Building and the Operations Center. A safe, functionally efficient workplace is vital to maintaining high employee productivity; top notch customer service; the ability to store essential vehicles, equipment and materials; and maintenance of critical infrastructure. Existing Facilities Jones Ferry Road istration Building OWASA's administrative offices, warehouse, and storage facilities are located at the 17-acre site on Jones Ferry Road in Carrboro. The istration Building, completed in 1990, is about 22,300 square feet (SF) in size and includes a large generalpurpose room for public use by community groups. The 36,000 SF Operations Center, which was completed in FY 2004, houses the Water Distribution and Wastewater Collection Department, warehouse operations, fleet maintenance, material and equipment storage, and a vehicle wash facility. Recent Improvements Renovations to the istration Building completed in FY 2005 included reconfiguring into office space the areas vacated by the Water Distribution and Wastewater Collection Department, including the warehouse, after it was relocated to the Operations Center. This increased the amount of finished office space in the istration Building from 19,900 to 22,300 SF and provided a new roof, repaired the exterior facade and exterior canopy on the employee entrance, and relocated the rear entrance. Planned Improvements An ongoing alternatives analysis for the istration Building s HVAC system is expected to be complete in early FY 2017, with design of the system to follow thereafter (CIP ). Replacement of the system is expected to begin in late FY 2017 and be complete in FY Placeholder funds are earmarked in the CIP for unidentified recapitalization projects at the Operations Center (CIP ); recapitalization funding for the istration Building is not included within the five-year planning period. CATEGORY 280: CENTRAL OFFICE AND OPERATIONS FY 2017 FY 2018 FY 2019 FY 2020 FY 2021 Five-Year Total istration Building HVAC System Upgrade istration Building Recapitalization Operations Center Recapitalization $880,000 $805,000 $0 $0 $0 $1,685,000 $0 $0 $0 $177,000 $186,000 $363,000 $0 $0 $0 $275,000 $288,000 $563, Category Total $880,000 $805,000 $0 $452,000 $474,000 $2,611,

119 ADMINISTRATION BUILDING HVAC SYSTEM UPGRADE An engineering study commenced in FY 2016 to assess several system options for the existing system, which has surpassed its useful life and is in need of replacement. This alternatives analysis is expected to be complete early in FY 2017, followed shortly by detailed design of the system. Installation is planned for FY BENEFITS: replaces aging assets; reduces energy and natural gas use; reduces maintenance Planning $0 $0 $0 $0 $0 $0 Design/Land $67,000 $0 $0 $0 $0 $67,000 $666,000 $666,000 $0 $0 $0 $1,332,000 Inspection $33,000 $33,000 $0 $0 $0 $66,000 $33,000 $33,000 $0 $0 $0 $66,000 Contingency $81,000 $73,000 $0 $0 $0 $154,000 TOTAL $880,000 $805,000 $0 $0 $0 $1,685,

120 ADMINISTRATION BUILDING RECAPITALIZATION PROJECTS This project provides a basis for funding future replacement and rehabilitation of existing equipment at the istration Building and WTP building. OWASA staff identifies necessary improvements by regularly inspecting equipment and evaluating the buildings maintenance history. A 2% recapitalization rate for the administrative facilities is included beginning in the fourth year of the current CIP and extends through the remainder of the CIP planning horizon. Specific identified project needs are assigned distinct CIP project numbers, so recapitalization funds are not included in the first three years of the current CIP. Minor repairs are usually funded through the operation and maintenance budget. CIP funds are allocated for major repairs or replacement of equipment which are considered outside of normal maintenance needs. Planning $0 $0 $0 $0 $0 $0 Design/Land $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 Inspection $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 Contingency $0 $0 $0 $177,000 $186,000 $363,000 TOTAL $0 $0 $0 $177,000 $186,000 $363,

121 OPERATIONS CENTER RECAPITALIZATION PROJECTS This project provides a basis for funding future replacement and rehabilitation of existing equipment at the Operations Center building. OWASA staff identifies necessary improvements by regularly inspecting equipment and evaluating the building s maintenance history. A 2% recapitalization rate for the facility is included beginning in the fourth year of the current CIP and extends through the remainder of the CIP planning horizon. Specific identified project needs are assigned distinct CIP project numbers, so recapitalization funds are not included in the first three years of the current CIP. Minor repairs are usually funded through the operationing budget. CIP funds are allocated for major repairs or replacement of equipment which are considered outside of normal maintenance needs. Planning $0 $0 $0 $0 $0 $0 Design/Land $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 Inspection $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 Contingency $0 $0 $0 $275,000 $288,000 $563,000 TOTAL $0 $0 $0 $275,000 $288,000 $563,

122 OWASA Orange Water and Sewer Authority A public, non-profit agency providing water, sewer and reclaimed water services to the Carrboro-Chapel Hill community.