2023 Sanitary Sewer Capability Study Report by ImagineLex

Sewer Capability Study

Rural Service Area

Lexington, Kentucky

August 22, 2023

Prepared for:

Division of Water Quality

Lexington-Fayette Urban County Government

Prepared by: Stantec Consulting Services Inc. Hazen and Sawyer

This document entitled Sewer Capability Study was prepared by Stantec Consulting Services Inc. (“Stantec”) and Hazen and Sawyer (“Hazen”) for the account of Division of Water Quality, Lexington Fayette Urban County Government (the “Client”). Any reliance on this document by any third party is strictly prohibited. The material in it reflects Stantec’s and Hazen’s professional judgment in light of the scope, schedule and other limitations stated in the document and in the contract between Stantec and the Client. The opinions in the document are based on conditions and information existing at the time the document was published and do not take into account any subsequent changes. In preparing the document, Stantec and Hazen did not verify information supplied to it by others. Any use which a third party makes of this document is the responsibility of such third party. Such third party agrees that Stantec and Hazen shall not be responsible for costs or damages of any kind, if any, suffered by it or any other third party as a result of decisions made or actions taken based on this document.

Prepared by (signature)

Joe Herman, PE (Stantec)

Reviewed by (signature)

Bret

Lavey, PE (Stantec)

Reviewed by (signature)

Kurt Zehnder, PE (Hazen)

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of Contents E.1 EXECUTIVE SUMMARY ................................................................................................... I E.1.1. WASTEWATER FLOW PROJECTIONS ............................................................................. I E.1.2. WASTEWATER ALTERNATIVES METHODOLOGY IV E.1.3. CONSTRUCTION COST METHODOLOGY V E.1.4. SUMMARY OF WASTEWATER ALTERNATIVES............................................................ V ABBREVIATIONS .................................................................................................................... XIII GLOSSARY .............................................................................................................................. XIV 1.0 INTRODUCTION ............................................................................................................... 1 1.1 BACKGROUND 1 1.2 SCOPE OF STUDY 3 1.3 PROJECT TEAM .............................................................................................................. 4 1.4 STUDY AREAS 4 2.0 METHODOLOGY .............................................................................................................. 5 2.1 HYDRAULIC CAPACITY 5 2.1.1 WWTP Capacity 5 2.2 WASTEWATER FLOW PROJECTIONS........................................................................... 7 2.2.1 Flow Contributions from Developable Areas 8 2.2.2 Flow Contributions from Floodplain Areas ....................................................... 8 2.2.3 Flow Contributions from Parks ........................................................................ 8 2.2.4 Flow Contributions from PDR Properties ......................................................... 8 2.2.5 Flow Contributions from Rural Residential Properties ..................................... 8 2.2.6 Flow Contributions from Rural Settlements ..................................................... 8 2.2.7 Flow Contributions from Special Natural Protection Areas .............................. 9 2.3 CAPITAL COSTS 9 2.4 ASSUMPTIONS 10 3.0 STUDY AREAS .............................................................................................................. 13 3.1 LOWER SOUTH ELKHORN RSA (1) 13 3.1.1 General 13 3.1.2 Land Use and Parcel Data 14 3.1.3 Wastewater Infrastructure Needs 15 3.2 MINT LANE RSA (2) ....................................................................................................... 20 3.2.1 General .......................................................................................................... 20 3.2.2 Land Use and Parcel Data ............................................................................ 21 3.2.3 Wastewater Infrastructure Needs .................................................................. 22 3.3 MAN O’ WAR RSA (3) 26 3.3.1 General 26 3.3.2 Land Use and Parcel Data 27 3.3.3 Wastewater Infrastructure Needs 28 3.4 OLD FRANKFORT PIKE RSA (4) ................................................................................... 32

Table

3.4.1 General .......................................................................................................... 32 3.4.2 Land Use and Parcel Data ............................................................................ 33 3.4.3 Wastewater Infrastructure Needs .................................................................. 34 3.5 IRON WORKS PIKE RSA (5) 38 3.5.1 General 38 3.5.2 Land Use and Parcel Data 39 3.5.3 Wastewater Infrastructure Needs 40 3.6 ROYSTER ROAD TRIBUTARY RSA (6) 45 3.6.1 General 45 3.6.2 Land Use and Parcel Data 46 3.6.3 Wastewater Infrastructure Needs 47 3.7 AVON/I-64 RSA (7) ......................................................................................................... 53 3.7.1 General .......................................................................................................... 53 3.7.2 Land Use and Parcel Data ............................................................................ 54 3.7.3 Wastewater Infrastructure Needs .................................................................. 55 3.8 AVON/I-64 EXTENSION RSA (8) 61 3.8.1 General 61 3.8.2 Land Use and Parcel Data 62 3.8.3 Wastewater Infrastructure Needs 63 3.9 CHILESBURG-WALNUT HILL RSA (9) .......................................................................... 69 3.9.1 General .......................................................................................................... 69 3.9.2 Land Use and Parcel Data ............................................................................ 69 3.9.3 Wastewater Infrastructure Needs .................................................................. 71 3.10 ATHENS BOONESBORO RSA (10) 75 3.10.1 General 75 3.10.2 Land Use and Parcel Data 75 3.10.3 Wastewater Infrastructure Needs 77 3.11 LOWER EAST HICKMAN RSA (11) 81 3.11.1 General 81 3.11.2 Land Use and Parcel Data ............................................................................ 82 3.11.3 Wastewater Infrastructure Needs .................................................................. 83 3.12 BOONESBORO MANOR RSA (12) ................................................................................ 88 3.12.1 General 88 3.12.2 Land Use and Parcel Data 88 3.12.3 Wastewater Infrastructure Needs 90 3.13 CANEBRAKE DRIVE RSA (13) 94 3.13.1 General 94 3.13.2 Land Use and Parcel Data 94 3.13.3 Wastewater Infrastructure Needs 96 3.14 BLUE SKY RSA (14) ..................................................................................................... 100 3.14.1 General ........................................................................................................ 100 3.14.2 Land Use and Parcel Data .......................................................................... 100 3.14.3 Wastewater Infrastructure Needs ................................................................ 102

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LIST OF TABLES

Table 1: Dry and Wet Weather Peak Flow Projections from RSA Study Areas iii Table 2: Summary of Wastewater Alternatives vii Table 3: Summary of Flow Increase/Decrease Impacts to LFUCG’s Existing WWTPs x Table 4: Summary of Wastewater Alternative Costs xii Table 5: Sewer Capability Study Areas 4 Table 6: Land Type Summary – Lower South Elkhorn RSA 15 Table 7: Land Parcel Size Distribution – Lower South Elkhorn RSA 15 Table 8: Wastewater Infrastructure OPCC – Lower South Elkhorn RSA 18 Table 9: Land Type Summary – Mint Lane RSA 22 Table 10: Land Parcel Size Distribution – Mint Lane RSA 22 Table 11: Wastewater Infrastructure OPCC – Mint Lane RSA 25 Table 12: Land Type Summary – Man O’ War RSA 28 Table 13: Land Parcel Size Distribution – Man O’ War RSA 28 Table 14: Wastewater Infrastructure OPCC – Man O’ War RSA 31 Table 15: PS Elimination Opportunities – Old Frankfort Pike RSA 32 Table 16: Land Type Summary – Old Frankfort Pike RSA 34 Table 17: Land Parcel Size Distribution – Old Frankfort Pike RSA 34 Table 18: Wastewater Infrastructure OPCC – Old Frankfort Pike RSA ..................................... 37 Table 19: PS Elimination Opportunities – Iron Works Pike RSA ............................................... 38 Table 20: Land Type Summary – Iron Works Pike RSA ............................................................ 40 Table 21: Land Parcel Size Distribution – Iron Works Pike RSA ............................................... 40 Table 22: Wastewater Infrastructure OPCC – Iron Works Pike RSA ......................................... 43 Table 23: PS Elimination Opportunities – Royster Road Tributary RSA .................................... 45 Table 24: Land Type Summary – Royster Road Tributary RSA ................................................ 47 Table 25: Land Parcel Size Distribution – Royster Road Tributary RSA ................................... 47 Table 26: Wastewater Infrastructure OPCC – Royster Road Tributary RSA ............................. 51 Table 27: PS Elimination Opportunities – Avon\I-64 RSA ......................................................... 53 Table 28: Land Type Summary – Avon/I-64 RSA ...................................................................... 55 Table 29: Land Parcel Size Distribution – Avon/I-64 RSA ......................................................... 55 Table 30: Wastewater Infrastructure OPCC – Avon\I-64 RSA 59 Table 31: Land Type Summary – Avon/I-64 Extension RSA 63 Table 32: Land Parcel Size Distribution – Avon/I-64 Extension RSA 63 Table 33: Wastewater Infrastructure OPCC – Avon\I-64 Extension RSA 67 Table 34: Land Type Summary – Chilesburg-Walnut Hill RSA 70 Table 35: Land Parcel Size Distribution – Chilesburg-Walnut Hill RSA 71 Table 36: Wastewater Infrastructure OPCC – Chilesburg-Walnut Hill RSA 73 Table 37: Land Type Summary – Athens Boonesboro RSA 76 Table 38: Land Parcel Size Distribution – Athens Boonesboro RSA 77 Table 39: Wastewater Infrastructure OPCC – Athens Boonesboro RSA 80 Table 40: PS Elimination Opportunities – Lower East Hickman RSA 81 Table 41: Land Type Summary – Lower East Hickman RSA 83 Table 42: Land Parcel Size Distribution – Lower East Hickman RSA 83 Table 43: Wastewater Infrastructure OPCC – Lower East Hickman RSA 87 Table 44: Land Type Summary – Boonesboro Manor RSA 89 Table 45: Land Parcel Size Distribution – Boonesboro Manor RSA 90 Table 46: Wastewater Infrastructure OPCC – Boonesboro Manor RSA 93

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Table 47: Land Type Summary – Canebrake Drive RSA .......................................................... 95 Table 48: Land Parcel Size Distribution – Canebrake Drive RSA ............................................. 96 Table 49: Wastewater Infrastructure OPCC – Canebrake Drive RSA ....................................... 99 Table 50: Land Type Summary – Blue Sky RSA ..................................................................... 101 Table 51: Land Parcel Size Distribution – Blue Sky RSA ........................................................ 102 Table 52: Wastewater Infrastructure OPCC – Blue Sky RSA .................................................. 104 LIST OF FIGURES Figure 1: RSA Study Areas i Figure 2: Developable Area within the 14 RSA Study Areas iii Figure 3: Original 12 RSA Study Areas 2 Figure 4: Reclassified 14 RSA Study Areas 2 Figure 5: Last Three Years of WWTP Flow Data 6 Figure 6: Area Metrics, Land Use Categories & Supplemental Classifications 14 Figure 7: Area Metrics, Land Use Categories & Supplemental Classifications 21 Figure 8: Area Metrics, Land Use Categories & Supplemental Classifications 27 Figure 9: Area Metrics, Land Use Categories & Supplemental Classifications 33 Figure 10: Area Metrics, Land Use Categories & Supplemental Classifications 39 Figure 11: Area Metrics, Land Use Categories & Supplemental Classifications 46 Figure 12: Area Metrics, Land Use Categories & Supplemental Classifications 54 Figure 13: Area Metrics, Land Use Categories & Supplemental Classifications 62 Figure 14: Area Metrics, Land Use Categories & Supplemental Classifications 70 Figure 15: Area Metrics, Land Use Categories & Supplemental Classifications 76 Figure 16: Area Metrics, Land Use Categories & Supplemental Classifications 82 Figure 17: Area Metrics, Land Use Categories & Supplemental Classifications 89 Figure 18: Area Metrics, Land Use Categories & Supplemental Classifications........................ 95 Figure 19: Area Metrics, Land Use Categories & Supplemental Classifications...................... 101 LIST OF APPENDICES APPENDIX A RSA WASTEWATER ALTERNATIVE MAPS APPENDIX B RSA WASTEWATER ALTERNATIVE OPCCS APPENDIX C ORDINANCE 220-82 APPENDIX D 1986 OUTER PERIMETER SEWERAGE SYSTEMS UPDATE RESOLUTION APPENDIX E JUNE 20, 2023 WWTP FACILITY PLANNING LETTER

E.1 EXECUTIVE SUMMARY

Twelve (12) study areas within the Fayette County Rural Service Area (RSA) were identified by the Lexington-Fayette Urban County Government (LFUCG) for potential future expansion of the Urban Service Area (USA) in RFP #15-2023 “Sewer Capability Study,” advertised on March 1, 2023. To facilitate the layout of wastewater infrastructure and match natural topography in the RSA, the twelve areas were reclassified into the fourteen (14) areas illustrated in Figure 1

Wastewater capacity demand projections and public wastewater infrastructure improvements needed to service to each of the fourteen RSA study areas were evaluated Improvements to LFUCG’s existing sewer collection, transmission and treatment infrastructure located within the USA, if necessary to service the area, were also included in the evaluation Opportunities within each study area to eliminate existing LFUCG pump stations located within the USA were also identified.

Several of the study areas are contiguous to one another Solution alternatives for these areas considered the sewer capability of the adjacent study area to maximize the overall benefits/longevity of wastewater infrastructure investments.

No opinion or recommendation, either explicit or implied, regarding expansion of the USA into one or more of the study areas is provided within this report. The report is intended only to support LFUCG’s future wastewater capital planning and budgeting efforts in the event of expansion of the USA into portions of the study areas

E.1.1. WASTEWATER FLOW PROJECTIONS

Dry weather and wet weather peak flow projections were developed for each of the fourteen study areas

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Figure 1: RSA Study Areas

For the purposes of determining wastewater flow projections, the following areas were assumed to be undeveloped:

• Land within the 100-year (0.1% chance exceedance) floodplain as defined by the Federal Emergency Management Agency (FEMA)

• Land designated as a park in LFUCG’s Geographic Information System (GIS) data

• Parcels participating in LFUCG’s Purchase of Development Rights (PDR) Program

• Rural settlements (as defined in LFUCG’s 2017 Rural Land Management Plan)

• Rural residential properties (defined as parcels less than or equal to 10 acres in size and currently zoned as residential)

Dry weather flow projections are based on the following:

• A sewage baseflow of 65 gallons per capita per day (gpcd) and a groundwater infiltration flow rate of 15 gpcd.

• A land density of 15 people per acre is assumed in developable areas

• Rural settlements and rural residential properties were assumed to transition from their existing private septic systems and connect to proposed wastewater infrastructure A land density of 2 people per acre is assumed for rural settlement and rural residential properties.

• No dry weather flow contribution was assumed from floodplains, PDR properties, and park areas

Wet weather peak flow projections are based on the following:

• The land area of all sewered areas, excluding floodplains, PDR properties, and park areas

• The unit hydrograph (RTK) method described in LFUCG’s Capacity Assessment Work Plan (September 2008)

• Wet weather flow parameters derived from analysis of prior LFUCG flow monitoring data in newly developed areas within the USA

A summary of the wastewater flow projections, in million gallons per day (MGD), for each of the fourteen RSA study areas is presented in Table 1 Unless noted otherwise, flow projections in the table reflect only the contribution from the RSA and do not include additional contributions from other study areas or existing areas within the USA that naturally drain to the RSA.

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Table 1: Dry and Wet Weather Peak Flow Projections from RSA Study Areas

1 Includes the contribution from the Royster Road RSA.

2 Includes the contribution from Athens-Boonesboro RSA.

3 Includes the approximately 885 acres along Delong Road in the northwest corner of Lower East Hickman RSA that are not anticipated to develop.

A summary of the developable area within each RSA is presented graphically in Figure 2

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No. RSA Name Gross Area (acres) Dry Weather Flow (MGD) Wet Weather Peak (MGD) 1 Lower South Elkhorn 1,219 2.0 5.0 2 Mint Lane 572 1.1 3.0 3 Man O’ War 375 0.8 2.0 4 Old Frankfort Pike 1,682 1.5 4.5 5 Iron Works Pike 6,909 9.7 27.0 6 Royster Road 2,354 4.4 12.4 7 Avon\I-641 4,046 10.0 28.3 8 Avon\I-64 Extension 10,165 16.0 43.0 9 Chilesburg\Walnut-Hill 124 0.2 0.7 10 Athens-Boonesboro 298 0.6 1.6 11 Lower East Hickman2 4,6223 9.0 24.0 12 Boonesboro Manor 504 1.0 3.0 13 Canebrake Drive 188 0.4 1.1 14 Blue Sky 90 0.1 0.3

0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100% RSA 1 RSA 2 RSA 3 RSA 4 RSA 5 RSA 6 RSA 7 RSA 8 RSA 9 RSA 10 RSA 11 RSA 12 RSA 13 RSA 14 Developable Areas for Each RSA Developable Undevelopable

Figure 2: Developable Area within the 14 RSA Study Areas

E.1.2. WASTEWATER ALTERNATIVES METHODOLOGY

Wastewater infrastructure alternatives were developed for each of the fourteen study areas.

Alternatives were evaluated with the hydraulic model of LFUCG’s wastewater system utilized to certify Adequate Capacity under the Capacity Assurance Program and design/evaluate capital improvements in the Remedial Measures Program (RMP)

The future conditions model was utilized to evaluate/size wastewater infrastructure needed within each RSA The future conditions model assumes completion of all proposed RMP capital improvements and includes additional flow from vacant areas within the USA that are anticipated to be developed/sewered by 2035.

Key assumptions/guiding principles governing development of wastewater alternatives include:

1. The number of alternatives identified in each study area are limited to those reasonably anticipated to be considered/undertaken by LFUCG Alternatives that result in unnecessary operational risks/costs (such as triple pumping wastewater flows) or higher capital costs than other available, viable alternatives in the RSA were discarded

2. Wastewater upgrades/improvements are sized to convey the peak flow from the 2-year, 24-hour design storm without resulting in surcharging of the sewer system

3. Public wastewater infrastructure within each RSA is limited to gravity sewers, force mains, Class B or larger pump stations (per the definition in LFUCG’s Sanitary Sewer and Pumping Station Manual, current edition), wet weather storage (WWS) facilities, and wastewater treatment plants (WWTPs) Wastewater equalization (dry weather) storage facilities are excluded from consideration.

4. Wastewater infrastructure may be located within properties that participated in the PDR Program if it maximizes the efficiency for conveying sewer flows in the RSA.

5. Proposed wastewater improvements identified in LFUCG’s approved RMP are assumed to have been constructed, unless the wastewater solution identified for the RSA allows for modification/elimination of an RMP project(s).

6. Sizing/design of proposed wastewater infrastructure is consistent with LFUCG’s technical requirements for LFUCG’s RMP improvements.

7. Wastewater alternatives do not increase existing/planned wet weather storage facilities at LFUCG’s two existing WWTPs Wet weather storage at a location within the RSA was assumed in lieu of expansion of storage facilities at the WWTPs.

8. The sanitary sewer policy guidelines in Ordinance 220-82 (approved on December 2, 1982) were not applied when determining sewer capacity needs and infrastructure alternatives in the RSA study areas. A copy of the Ordinance is presented in Appendix C.

9. The requirements in the 1986 Outer Perimeter Sewage System (OPSS) Update to the 201 Facilities Plan (approved by the Urban County Council on September 18, 1986) were not applied when determining sewer capacity needs and infrastructure requirements in the RSA study areas. A copy of the Resolution adopting the 1986 OPSS Update is presented in Appendix D.

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E.1.3. CONSTRUCTION COST METHODOLOGY

An opinion of probable construction cost (OPCC) was developed for each RSA wastewater infrastructure alternative OPCCs were developed using a proprietary costing tool developed by Hazen The Hazen Costing Tool (HCT) is used on LFUCG’s RMP to support the Division of Water Quality’s (DWQ’s) financial planning/budgeting efforts.

The HCT utilizes cost curves generated from baseline cost assumptions, recent construction bids, contractor estimates for LFUCG’s RMP projects, and wastewater improvements completed by Jefferson County, Alabama (which is a deemed similar, Consent Decree utility in the region that is an applicable reference for cost estimating) Construction costs were adjusted to the May 2023 Construction Cost Index (CCI) published by Engineering News Record for Cincinnati, Ohio.

Key assumptions adopted in developing each OPCC include:

1. Estimated capital costs for wastewater infrastructure do not include costs for project administration, engineering design/modeling, easement acquisition, or relocation of existing utilities

2. New (greenfield) WWTPs are sized for a rated capacity equal the dry weather flow estimate at full buildout of the RSA with a cost opinion of $20 per gallon of rated capacity Greenfield WWTP sizing includes a hydraulic capacity for peak wet weather flow of three times (3X) the dry weather flow. Flows more than 3X the dry weather flow are assumed to be stored in a WWS facility at the WWTP.

3. A contingency of 30% is included in each OPCC

4. Demolition of existing pump stations that are identified to be abandoned as part of the wastewater alternative for the RSA are also included in the OPCCs

Detailed estimates of annual operating costs/savings for wastewater alternatives were not prepared

Two alternatives considered treatment of wastewater flows by neighboring utilities (City of Georgetown and Winchester Municipal Utilities) Infrastructure costs to transport wastewater from the RSA to the neighboring wastewater treatment facility, or the annual treatment costs to LFUCG, were not included in the OPCCs.

Where operational efficiencies (such as elimination of existing LFUCG pump stations) were incorporated into wastewater alternatives, offsetting annual costs or reclaimed hydraulic capacity at existing wastewater treatment plants are noted

E.1.4. SUMMARY OF WASTEWATER ALTERNATIVES

An overview of the wastewater infrastructure alternatives for each RSA study area are presented in Table 2 Opportunities to eliminate existing LFUCG pump stations and the impact to planned RMP capital improvements projects from each solution alternative are identified The receiving WWTP and flow projection for each alternative is presented in Table 3 .

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A summary of the developable acres and OPCCs for each alternative are presented in Table 4 A qualitative assessment of the degree of LFUCG participation associated with each alternative is also summarized in the table The cost per developable acre for each solution alternative is also provided in the table.

Maps illustrating the wastewater infrastructure alternatives in each of the fourteen study areas are presented in Appendix A. A more detailed derivation of the OPPCs is presented in Appendix B.

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1 Lower South Elkhorn 1A

1 Lower South Elkhorn 1B

Table 2: Summary of Wastewater Alternatives

8 MGD WWTP, 6 MG WWS tank, gravity sewers South Elkhorn (A), Palomar Hills (C) ---

32 MGD PS, 4 MG WWS tank, 36inch force main to existing South Elkhorn PS force main, gravity sewers

South Elkhorn (A), Palomar Hills (C)

2 Mint Lane 2A

4.6 MGD PS, 3 MG WWS tank, 16inch force main to existing Mint Lane PS force main, gravity sewers Mint Lane (B)

Eliminates need to upgrade Mint Lane PS from 2.2 MGD to 4.6 MGD and planned 1.2 MG WWS facility.2

3 Man O’ War 3A8

2 MGD PS, 10-inch force main to gravity sewer in Mint Lane RSA, gravity sewers

3 Man O’ War 3B

2 MGD PS, 10-inch force main to existing Mint Lane PS, gravity sewers

Planned WWS facility at Mint Lane PS increased from 1.2 to 2 4 MG.2

4 Old Frankfort Pike 4A

25 MGD PS, 4 MG WWS tank, 30inch force main to existing Wolf Run PS force main, gravity sewers

20 MGD PS, 26 MG WWS tank, 30inch force main to existing Lower Cane Run PS force main, gravity sewers

Wolf Run (A), Lower Town Branch (A), Leestown Industrial (C), Spicewood (C), Marshall (C), Bracktown (C)

Lower Cane Run (A), Expansion Area #3 (A), Lower Cane Run #2 (B), Griffin Gate (C), Horse Park (C), Spindletop (C)

Send wastewater flows from RSA and Cane Run Sewershed to City of Georgetown, gravity sewers

Lower Cane Run (A), Expansion Area #3 (A), Lower Cane Run #2 (B), Griffin Gate (C), Horse Park (C), Spindletop (C)

6 Royster Road 6A

11 MGD PS, 9 MGD PS, 30-inch force main to North Elkhorn PS, 24-inch force main, add 6 MG WWS volume at North Elkhorn PS, gravity sewers

North Elkhorn #2 (A), Greenbrier #2 (C)

WWS at North Elkhorn PS increased from 6 MG to 12 MG Eliminates proposed replacement of Greenbrier #2 PS.

vii

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RSA No. RSA Name Alternative ID Description Existing Pump Stations Eliminated (Class)1 Planned RMP Improvements Impacted

5 Iron Works Pike 5A Iron Works Pike 5B9

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MGD WWTP, 7 MG WWS tank gravity sewers, 9 MGD PS and 24inch force main

North Elkhorn (A), North Elkhorn #2 (A), Greenbrier #2 (C)

Eliminates planned 6 MG WWS at North Elkhorn PS and proposed replacement of Greenbrier #2 PS

Road 6C

MGD PS, 8 MG WWS tank, 30inch force main to existing North Elkhorn PS force main, gravity sewers

North Elkhorn (A), North Elkhorn #2 (A), Greenbrier #2 (C)

15 MGD WWTP, 7.5 MG WWS tank, gravity sewers North Elkhorn (A)4, Dixie (B), Deep Springs (C) Eliminates planned 6 MG WWS at North Elkhorn PS5

Eliminates planned 6 MG WWS at North Elkhorn PS and proposed replacement of Greenbrier #2 PS 7

24 MGD PS, 17 MG WWS tank, 30inch force main to existing North Elkhorn PS force main, gravity sewers

North Elkhorn (A)4, Dixie (B), Deep Springs (C)

planned 6 MG WWS at North Elkhorn PS5

8 Avon\I-64 Extension 8A10

8 Avon\I-64

30 MGD WWTP, 1.5 MG WWS tank, gravity sewers --- ---

45 MGD PS, 42-inch force main to WWTP in Alternative 7A, gravity sewers

8 Avon\I-64 Extension 8C11

Send wastewater flows from the three RSAs (6, 7, 8) and North Elkhorn Sewershed to the City of Winchester, gravity sewers

9 Chilesburg\Walnut-Hill 9A 12-inch gravity sewer

10 Athens-Boonesboro 10A

11 Lower East Hickman 11A

12 Boonesboro Manor 12A

13 Canebrake Drive 13A

14 Blue Sky 14A

2 MGD PS, Manifold into existing Blue Sky PS force main, gravity sewers --- ---

10 MGD PS, 20 MG WWS tank, 24inch force main to East Hickman PS Force Main, gravity sewers

Three gravity sewers (8-inch, 12-inch and 15-inch dia.)

Three gravity sewers (8-inch, 8-inch, and 12-inch dia.)

0.3 MGD PS, 4-inch force main to manhole BC1_12, 8-inch gravity sewer

Delong Road (A)6, Hartland #1 (C), Hartland #2 (C), Hartland #3 (C) 7

Privately-owned PS for hotel at 5532 Athens-Boonesboro Road (C or D)

viii RSA No. RSA Name Alternative ID Description Existing Pump Stations Eliminated (Class)1 Planned RMP Improvements Impacted

Royster Road 6B 9

6 Royster

Avon\I-64 7A3

7B3

Eliminates

Extension 8B

--- ---

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1 PS classification is based on LFUCG Sanitary Sewer and Pumping Station Manual (Class A: 3,000 gallons per minute (gpm) or larger; Class B: 1,000 – 2,999 gpm; Class C: 75 – 999 gpm; Class D: Less than 75 gpm)

2 Construction of a 1.2 MG WWS tank at Mint Lane PS is not in the RMP, but LFUCG plans to construct it to reclaim hydraulic capacity at the South Elkhorn PS

3 Alternatives for the Avon\I-64 RSA assume that one of the wastewater infrastructure alternatives in the Royster Road RSA has already been constructed.

4 Both Alternatives 7A and 7B will eliminate the North Elkhorn PS regardless of the selected Alternative in the Royster Road RSA (Alternative 6A assumes the North Elkhorn PS remains in service Alternatives 6B and 6C eliminate the North Elkhorn PS.)

5 Applicable only if Alternative 6A was implemented The proposed WWS at North Elkhorn PS was already avoided if Alternative 6B or 6C were previously implemented.

6 The Delong Road PS is currently under design PS is being completed under the RMP and will eliminate the existing Armstrong Mill PS

7 Construction of the Delong Road PS is scheduled to be completed by December 31, 2024 It assumed to be already in service.

8 Assumes wastewater infrastructure in Mint Lane RSA (Alternative 2A) has already been constructed.

9 Alternative 5C does not include infrastructure needs or estimated costs to convey wastewater to City of Georgetown’s WWTP.

10 Includes flow contributions from Royster Road RSA, Avon\I-64 RSA and North Elkhorn Sewershed.

11 Alternative 8C does not include infrastructure needs or estimated costs to convey wastewater to City of Winchester’s WWTP

ix RSA No. RSA Name Alternative ID Description Existing Pump Stations Eliminated (Class)1 Planned RMP Improvements Impacted

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Table 3: Summary of Flow Increase/Decrease Impacts to LFUCG’s Existing WWTPs

RSA No. RSA Name Alternative ID Description Impact to West Hickman WWTP (MGD) (Average DWF / Peak WWF) Impact to Town Branch WWTP (MGD) (Average DWF / Peak WWF) 1 Lower South Elkhorn 1A 8 MGD WWTP, 6 MG WWS tank, gravity sewers (11.6) / (28.5) 1 Lower South Elkhorn 1B 32 MGD PS, 4 MG WWS tank, 36-inch force main to existing South Elkhorn PS force main, gravity sewers 2.0 / 0.0 2 Mint Lane 2A 4.6 MGD PS, 3 MG WWS tank, 16-inch force main to existing Mint Lane PS force main, gravity sewers 1.1 / 0.0 3 Man O’ War 3A8 2 MGD PS, 10-inch force main to gravity sewer in Mint Lane RSA, gravity sewers 0.8 / 0.0 3 Man O’ War 3B 2 MGD PS, 10-inch force main to existing Mint Lane PS, gravity sewers 0.8 / 0.0 --4 Old Frankfort Pike 4A 25 MGD PS, 4 MG WWS tank, 30-inch force main to existing Wolf Run PS force main, gravity sewers --- 1.5 / (6.5) 5 Iron Works Pike 5A 20 MGD PS, 26 MG WWS tank, 30-inch force main to existing Lower Cane Run PS force main, gravity sewers 9.7 / 0.0 5 Iron Works Pike 5B9 Send wastewater flows from RSA and Cane Run Sewershed to City of Georgetown, gravity sewers (13.6) / (20.6) 6 Royster Road 6A 11 MGD PS, 9 MGD PS, 30-inch force main to North Elkhorn PS, 24-inch force main, add 6 MG WWS volume at North Elkhorn PS, gravity sewers 4.4 / 0.0 6 Royster Road 6B 9 MGD WWTP, 7 MG WWS tank, gravity sewers (14.8) / (24.3) 6 Royster Road 6C 24 MGD PS, 8 MG WWS tank, 30-inch force main to existing North Elkhorn PS force main, gravity sewers --- 4.4 / 0.0 7 Avon\I-64 7A3 15 MGD WWTP, 7.5 MG WWS tank, gravity sewers (15.4) / (24.3) 7 Avon\I-64 7B3 24 MGD PS, 17 MG WWS tank, 30-inch force main to existing North Elkhorn PS force main, gravity sewers 10.0 / 0.0 8 Avon\I-64 Extension 8A10 30 MGD WWTP, 1.5 MG WWS tank, gravity sewers --- 0.0 / 0.0 8 Avon\I-64 Extension 8B 45 MGD PS, 42-inch force main to WWTP in Alternative 7A, gravity sewers 0.0 / 0.0

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xi RSA No. RSA Name Alternative ID Description Impact to West Hickman WWTP (MGD) (Average DWF / Peak WWF) Impact to Town Branch WWTP (MGD) (Average DWF / Peak WWF) 8 Avon\I-64 Extension 8C11 Send wastewater flows from the three RSAs (6, 7, 8) and North Elkhorn Sewershed to the City of Winchester, gravity sewers 0.0 / 0.0 9 Chilesburg\Walnut-Hill 9A 12-inch gravity sewer 0.2 / 0.7 --10 Athens-Boonesboro 10A 2 MGD PS, Manifold into existing Blue Sky PS force main, gravity sewers 0.6 / 0.0 11 Lower East Hickman 11A 10 MGD PS, 20 MG WWS tank, 24-inch force main to East Hickman PS Force Main, gravity sewers 9.0 / 0.0 12 Boonesboro Manor 12A Three gravity sewers (8-inch, 12-inch and 15-inch dia.) 1.0 / 0.0 13 Canebrake Drive 13A Three gravity sewers (8-inch, 8-inch, and 12-inch dia.) 0.4 / 0.0 14 Blue Sky 14A 0.3 MGD PS, 4-inch force main to manhole BC1_12, 8-inch gravity sewer 0.1 / 0.0

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Table 4: Summary of Wastewater Alternative Costs

1 Includes approximately 885 acres along Delong Road in northwestern corner of the Lower East Hickman RSA that are not anticipated to be developed.

2 Costs for alternatives that convey wastewater discharges to City of Georgetown or City of Winchester Road were not estimated.

3 LFUCG Participation refers to the general level of involvement that LFUCG will have to participate in the cost of the alternative based on the proportion of sewer flows that come from LFUCG’s existing system.

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RSA No. RSA Name Alternative ID Total Area (acres) Developable Area (acres) % Developable LFUCG Participation3 OPCC ($) Cost/ Developable Acre 1 Lower South Elkhorn 1A 1,219 794 65.1 High $233,490,000 $294,068 1 Lower South Elkhorn 1B 1,219 794 65.1 High $61,890,000 $77,947 2 Mint Lane 2A 572 537 93.9 Moderate $19,590,000 $36,413 3 Man O’ War 3A 375 336 89.6 Minimal $5,090,000 $15,149 3 Man O’ War 3B 375 336 89.6 Minimal $13,350,000 $39,732 4 Old Frankfort Pike 4A 1,682 764 45.4 Very High $80,430,000 $105,413 5 Iron Works Pike 5A 6,909 2,093 30.3 Moderate $145,060,000 $69,307 5 Iron Works Pike 5B 6,909 2,093 30.3 Moderate 2 2 6 Royster Road 6A 2,354 1,921 81.6 Moderate $ 82,630,000 $43,014 6 Royster Road 6B 2,354 1,921 81.6 High $296,750,000 $154,477 6 Royster Road 6C 2,354 1,921 81.6 High $97,140,000 $50,567 7 Avon\I-64 7A 4,046 2,405 59.4 High $433,940,000 $180,432 7 Avon\I-64 7B 4,046 2,405 59.4 High $85,580,000 $35,584 8 Avon\I-64 Extension 8A 10,165 6,026 59.3 Minimal $934,390,000 $155,060 8 Avon\I-64 Extension 8B 10,165 6,026 59.3 Minimal $159,220,000 $26,422 8 Avon\I-64 Extension 8C 10,165 6,026 59.3 Minimal --2 --2 9 Chilesburg\Walnut-Hill 9A 124 68 54.8 Not Required $3,240,000 $47,647 10 Athens-Boonesboro 10A 298 273 91.6 Minimal $5,030,000 $18,425 11 Lower East Hickman 11A 4,6221 2,821 61.0 Moderate $94,820,000 $33,612 12 Boonesboro Manor 12A 504 428 84.9 Minimal $4,370,000 $10,210 13 Canebrake Drive 13A 188 149 79.3 Minimal $3,960,000 $26,577 14 Blue Sky 14A 90 50 55.6 Minimal $1,460,000 $29,200

August 22, 2023

Abbreviations

AACE Association for the Advancement of Cost Estimating

CAP Capacity Assurance Program

CCI Construction Cost Index

DOJ United States Department of Justice

DWQ Division of Water Quality

ENR Engineering News Record

EPA United States Environmental Protection Agency

EPPC Kentucky Environmental and Public Protection Cabinet

FEMA Federal Emergency Management Agency

GIS Geographic Information System

gpcd Gallons per Capita per Day

gpm Gallons per Minute

HCT Hazen Costing Tool

LF Linear Feet

LFUCG Lexington-Fayette Urban County Government

MG Million Gallons

MGD Million Gallons Per Day

OPCC Opinion of Probable Construction Cost

OPSS Outer Perimeter Sewerage Systems (1986 update to LFUCG’s 201 Facilities Plan)

PDR Purchase of Development Rights

PS Pump Station

RLMP Rural Land Management Plan

RMP Remedial Measures Plan

RSA Rural Service Area

SWMM U.S. EPA’s Stormwater Management Model

USA Urban Service Area

WWS Wet Weather Storage

WWTP Wastewater Treatment Plant

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Glossary

1986 Implementation Plan for Construction of the Outer Perimeter Sewerage Systems (OPSS)

Report completed for LFUCG in 1986 that provided a blueprint for wastewater infrastructure needs for all areas within the Urban Service Boundary The plan identified the specific areas to be served, size of the proposed infrastructure facilities, and conceptual cost opinions The OPSS was adopted by the Urban County Council (Resolution 342-86) for incorporation into LFUCG’s 201 Facilities Plan Update. Design standards and parameters for estimating anticipated sewer flows were documented in the report, as well as twenty-two capital infrastructure projects.

2006 RSA Sewer Capability Study

Adequate Capacity

Report completed in February 2006 for LFUCG by GRW Engineers, Inc. The report summarizes a preliminary review of the infrastructure and capital improvements required to provide sanitary sewer service to six (6) specific areas within the Rural Service Area.

Adequate Capacity is defined in the Consent Decree Adequate Capacity may be certified in the wastewater treatment, collection, and transmissions system if there are no sanitary sewer overflows, unpermitted sewage bypasses or diversions, or surcharge condition arising from the one-hour peak flow for a 2-year, 24-hour storm event (A surcharge condition is defined in the Consent Decree as when the surface of the wastewater in manholes rise to an elevation greater than twenty-four inches above the top of the pipe or within three feet of the manhole rim.)

Capacity Assurance Program (CAP)

Program required under the Consent Decree (Section VII.16B) whereby new sanitary sewer connections or flow additions may only be approved if Adequate Capacity can be certified in LFUCG’s wastewater collection, transmission, and treatment systems Hydraulic models of LFUCG’s wastewater system for both existing and future conditions have been developed to support Adequate Capacity determinations.

Consent Decree

Legal agreement between LFUCG, the Commonwealth of Kentucky, and the federal government that commits LFUCG to implement specific programs, relative to their sanitary and stormwater systems, and construct capital improvement projects necessary to eliminate sanitary sewer overflows and untreated sewage bypasses The Consent Decree was signed on March 14, 2008 (lodging date) and entered by the Court on January 3, 2011 (effective date).

Design Storm

The 2-year, 24-hour storm event that is utilized in the Remedial Measures Program and Capacity Assurance Program to determine Adequate Capacity with the hydraulic models of the sanitary sewer system.

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Environmentally Sensitive Areas

Stream corridors, karst areas (sinkholes), steep slopes, areas of poor soils, wetlands, mature tree stands, and similar areas Environmentally Sensitive Areas are based on an extensive inventory completed for LFUCG as part of the 1999 Land Capability Analysis The recharge area for the Royal Springs Aquifer is also categorized as an Environmentally Sensitive Area LFUCG Subdivision Regulations define Environmentally Sensitive Areas as those areas that have “environmental problems with regard to development”. Environmentally Sensitive Areas are identified in the 2017 Rural Land Management Plan.

Purchase of Development Rights (PDR) Program

Remedial Measures Program (RMP)

Resolution 342-86

Agricultural Conservation Easement program administered by LFUCG Through the PDR Program, the Rural Land Management Board purchases farm owner’s development rights (their right to develop the farm commercially), thereby preserving it as farmland.

Capital improvement master plan to improve LFUCG’s sanitary sewer system to meet their Consent Decree obligations to eliminate sanitary sewer overflows and unpermitted sewage bypasses.

Resolution passed by the Urban County Council on 9/18/1986 adopting the 201 Update – Implementation Plan for the Construction of the Outer Perimeter Sewerage Systems 1986 as a guide for the implementation plan for construction of the Outer Perimeter Sewerage Systems. The Resolution includes conditions when eminent domain will be considered, the use of privilege fee arrangements, Class C and Class D pump station approval requirements, Commissioner approvals required to initiate a project and a prohibition on providing public sewer service to areas outside the Urban Service Area.

Rural Service Area (RSA) The geographic area outside the Urban Service Boundary Public sanitary sewer service is generally not available for properties within the Rural Service Area

2017 Rural Land Management Plan (RLMP)

Report prepared by the LFUCG Division of Planning that guides the planning and management of land uses in the Rural Service Area The 2017 RLMP is an update of the prior 1999 RLMP and was approved by the Planning Commission on November 30, 2017. The 2017 RLMP was incorporated by reference into the 2018 Comprehensive Plan approved by the Urban County Council.

Rural Residential Parcel Parcels in the Rural Service Area that are 10 acres or less in size and currently zoned as residential land use.

Rural Settlements Settlements that were significant to early settlement patterns and remain an integral component of the cultural landscape. Rural settlement areas are based on a 2007 inventory by LFUCG and are documented in the 2017 Rural Land Management Plan.

Scenic Viewshed

Land with “significant scenic qualities” that can normally be seen from public rights-of-way/roadways Scenic viewsheds are documented in the 2017 Rural Land Management Plan.

Special Natural Protection Areas that meet one or more of the following criteria:

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Areas

Urban Service Area (USA)

Urban Service Boundary (USB)

• A solid block of wooded areas over 10 acres in size with native trees at least 40 – 50 years old

• Woodland pastures of 10 acres or more with venerable native trees at least 150 years old

• 100 acres or more of abandoned fields, thickets, or young forest where native plants dominate

• Areas with state or federally designated endangered or threatened species

• Areas with a group of species that have become threatened or endangered within Fayette County, but not necessarily rare elsewhere in the state

• Well-forested riparian forests, especially near the Kentucky River

Special Natural Protection Areas are identified in the 2017 Rural Land Management Plan.

The geographic area within the Urban Service Boundary Public sanitary sewer service is generally available for properties within the Urban Service Area

The boundary that separates the Urban Service and the Rural Service areas within Fayette County Areas inside the Urban Service Boundary are referred to as the Urban Service Area (USA). Areas outside the Urban Service Boundary are referred to as the Rural Service Area (RSA) Applicable land use and zoning requirements for a property are based on its location within or outside the Urban Service Boundary. Modification to the Urban Service Boundary requires approval by the Urban County Council.

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Introduction August 22, 2023

1.0 INTRODUCTION

Twelve (12) study areas within the Fayette County Rural Service Area (RSA) were identified by the Lexington-Fayette Urban County Government (LFUCG) for potential future expansion of the Urban Service Area (USA) in RFP #15-2023 “Sewer Capability Study,” advertised March 1, 2023 To facilitate the layout of wastewater infrastructure and match natural topography in the RSA, the twelve areas were reclassified into the fourteen (14) areas A map illustrating the original twelve areas and the reclassified fourteen areas is presented in Figure 3 and Figure 4, respectively

This report identifies the wastewater capacity demand and infrastructure necessary to service each of the fourteen study areas in Figure 4. Each area is evaluated independently and includes identification of improvements to LFUCG’s existing sewer collection, transmission, and treatment infrastructure within the USA necessary to service the area Several of the study areas are contiguous to one another In these areas, solution alternatives considered the sewer capability of the adjacent study area to maximize the overall benefits/longevity of wastewater infrastructure investments.

1.1 BACKGROUND

In 2005, LFUCG authorized the completion of an RSA Sewer Capability Study. The report was issued in 2006 and summarized wastewater sewer infrastructure needed to service six (6) areas within the RSA The specific areas evaluated in the 2006 study were previously identified in LFUCG’s 1999 Rural Land Management Plan (RLMP).

The 1999 RLMP was updated in 2017 Two key changes that have occurred in RSA planning since the 1999 Plan and the 2017 update include the implementation of the Purchase of Development Rights (PDR) program and increasing the minimum lot size in the RSA from 10 acres to 40 acres

LFUCG has reported that significant changes to the sanitary sewer system layout and operation that have occurred over last 17 years and have rendered the 2006 RSA Sewer Capability Study obsolete Additionally, over 31,000 acres of land has been inducted into the PDR program and have reduced projected sewer capacity demands for those areas.

Since publication of the 2006 RSA Sewer Capability Study report, none of the findings from the report have been implemented and expansion of the USA has not occurred

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Introduction

August 22, 2023

Figure 3: Original 12 RSA Study Areas Figure 4: Reclassified 14 RSA Study Areas

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Introduction

August 22, 2023

In 2008, LFUCG agreed to a Consent Decree with the U.S. Department of Justice (DOJ), U.S. Environmental Protection Agency (EPA) and Kentucky’s Environmental and Public Protection Cabinet (EPPC). The Consent Decree obligated LFUCG to develop/implement a wastewater Capacity Assurance Program (CAP) and Remedial Measures Plan (RMP) For the Consent Decree programs, LFUCG developed a hydraulic model of their wastewater system and may not authorize new sewer connections unless Adequate Capacity is available in the wastewater collection, transmission, and treatment system.

The RMP is a wastewater capital improvement plan designed to restore Adequate Capacity in LFUCG’s wastewater system and eliminate unauthorized sanitary sewer overflows/bypasses The RMP considered increased sewer demand from vacant areas within the USA that were anticipated to develop by 2035 but did not consider undeveloped areas outside of the USA as it existed in 2008

Since the onset of the Consent Decree in 2008, LFUCG’s wastewater capital expenditures have generally focused on maintaining existing sewer infrastructure and construction of RMP improvements within the USA and the Blue Sky Rural Activity Center (e.g., Blue Sky and Boonesboro Manor pump stations)

1.2 SCOPE OF STUDY

On November 15, 2022, the Urban County Council approved a motion to update the 2006 RSA Sewer Capability Study A Request for Proposal (RFP #15-2023) was issued to perform a Sewer Capability Study for specific areas identified within the RSA. LFUCG awarded completion of the study (Resolution 254-2023) to Stantec Consulting Services Inc. (Stantec) on May 17, 2023.

The purpose of the study is to evaluate sub-drainage areas that are adjacent and contiguous to the existing USA and document each area’s viability for future public sanitary sewer service The scope of the study includes:

• Estimating project dry and wet weather wastewater peak flow rates

• Characterizing land uses and parcel size distribution

• Identifying opportunities for beneficially decommissioning or modifying existing sanitary sewer infrastructure (including planned RMP projects)

• Identifying projected points of wastewater delivery to the existing collection and conveyance system

• Determining wastewater infrastructure improvements needed in the RSA and (if necessary) upgrades to existing infrastructure within the USA

• Preparing capital costs for wastewater infrastructure improvements/upgrades

Introduction

August 22, 2023

1.3 PROJECT TEAM

Work summarized in this report was completed by Stantec Consulting Services Inc. (Stantec) and Hazen and Sawyer (Hazen)

Stantec has served as LFUCG’s Capacity Assurance Program (CAP) Consultant since 2012 In this role, they are responsible for application and maintenance of the hydraulic model of Lexington’s wastewater system and certifying Adequate Capacity within LFUCG’s wastewater collection, transmission, and treatment system.

Hazen has served as LFUCG’s RMP Consultant since 2010. In this role, they have been responsible for oversight of the design and construction of capital improvements in LFUCG’s approved RMP, including supporting the Division of Water Quality (DWQ) with estimating capital costs for proposed RMP projects.

1.4 STUDY AREAS

Table 5 summarizes the fourteen areas within the RSA that were evaluated in this study The location of each study area was presented in Figure 4. The natural drainage direction (based on existing topography) for each study area is also illustrated in Figure 3

Table 5: Sewer Capability Study Areas

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No. Area Name Gross Area (acres) 1 Lower South Elkhorn RSA 1,219 2 Mint Lane RSA 572 3 Man O’ War RSA 375 4 Old Frankfort Pike RSA 1,682 5 Iron Works Pike RSA 6,909 6 Royster Road RSA 2,354 7 Avon/I-64 RSA 4,046 8 Avon/I-64 (Extension) RSA 10,165 9 Chilesburg-Walnut Hill RSA 124 10 Athens-Boonesboro RSA 298 11 Lower East Hickman RSA 4,622 12 Boonesboro Manor RSA 504 13 Canebrake RSA 188 14 Blue Sky RSA 90

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2.0 METHODOLOGY

2.1 HYDRAULIC CAPACITY

LFUCG utilizes hydraulic modeling to evaluate Adequate Capacity with their wastewater collection, transmission, and treatment systems The model utilizes the EPA’s Stormwater Management Model (SWMM) computational engine and is routinely used to evaluate proposed/completed RMP improvements, verify development flows, and inform decisions regarding capacity availability within LFUCG’s wastewater system

The hydraulic model of the wastewater conveyance and transmission system was initially developed and calibrated during LFUCG’s Capacity Assessment effort and documented in the Sanitary Sewer System Assessment reports dated April 2011 (Group One Sewersheds), October 2011 (Group Two Sewersheds) and April 2012 (Group Three Sewersheds) The model was further refined and recalibrated during development of the RMPs in 2011 and 2012

Since 2012, operation and maintenance of the hydraulic model has been the responsibility of LFUCG’s CAP Consultant, Stantec Temporary flow monitoring is performed annually and collected data is used to verify/recalibrate the hydraulic model. Completed RMP projects are incorporated into the model from record drawings throughout the year A Technical Memorandum is prepared each year summarizing model changes and updated capacity results from the annual model recalibration.

LFUCG maintains two hydraulic models of their wastewater system: one for existing conditions and the other for future conditions The existing conditions model is based on wastewater flows and sewer infrastructure as it exists today. The future conditions model assumes completion of all proposed RMP capital improvements and that the vacant, developable areas within the USA will be developed/built out by 2035. The existing conditions and future conditions models do not include flow contributions from undeveloped areas outside the current USA boundary.

The existing conditions model is used to make decisions regarding current hydraulic capacity availability in the wastewater system. The future conditions model is used to evaluate and support the design of proposed RMP capital improvements The future conditions model was utilized to evaluate/size wastewater infrastructure needed within each RSA

2.1.1 WWTP Capacity

LFUCG owns and operates two wastewater treatment plants (WWTPs), the Town Branch and West Hickman WWTPs. Town Branch WWTP has a rated capacity of 30 MGD and has a hydraulic capacity during wet weather events of 70 MGD Flows more than 70 MGD are diverted to an existing 22-milliongallon (MG) Wet Weather Storage (WWS) Tank and a planned 8 MG WWS Tank that will be constructed as part of the RMP before 2030 The West Hickman WWTP has a rated capacity of 33.8 MGD and has a hydraulic capacity during wet weather events of 70 MGD Flows more than 70 MGD are diverted to two existing WWS Tanks with capacities of 22 and 18 MG (total WWS capacity of 40 MG)

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Per Kentucky Administrative Regulations (for WWTPs rated for 10 MGD or more), when annual average daily flow rates at the WWTP meet 95% of the rated capacity, LFUCG is required to develop a plan for its expansion. Annual average daily flow rates, along with the 95% threshold line, for the last three years from each plant are shown in Figure 5

Several alternatives presented for serving the RSAs include increases in flows to the WWTPs Projected flow increases to the WWTPs (at full development of the RSA) are included in Table 3 in the Executive Summary and in Section 3 Consideration of existing WWTP capacities was applied to the alternatives and projects were sized to avoid increases in flows to WWTPs that would increase annual average daily flows above the 95% threshold.

Additionally, some of the RSAs (Nos. 1, 6, 7, and 8) include alternatives for construction of a new WWTP For these alternatives, the rated capacity of the proposed WWTP is set equal to the projected full buildout average dry weather flow Hydraulic capacity during wet weather events is established at three times the average dry weather flow Any peak flows more than the 3X hydraulic capacity during the Design Storm are assumed to be diverted to a WWS tank adjacent to the WWTP. Additional considerations related to the permitting and timing for expansion of existing WWTPs and/or construction of a new WWTP are presented in Appendix E.

Figure 5: Last Three Years of WWTP Flow Data

19.45 19.94 18.32 20.67 21.22 19.59 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 2020 2021 2022 Annual Average Daily WWTP Flow (MGD) WH Average WH 95% Threshold TB Average TB 95% Threshold

Methodology

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2.2 WASTEWATER FLOW PROJECTIONS

A sewage baseflow of 65 gallons per capita per day (gpcd) and a groundwater infiltration flow rate of 15 gpcd are assumed for dry weather flows This assumption is the same that was utilized during the RMP for developable areas within the USA.

Wet weather flow contributions (i.e., inflow and infiltration, or I/I) from areas anticipated to develop in the Future Conditions model are based on RTK coefficients specifically developed for newly developed areas These “standard” wet weather RTK coefficients were derived during development of LFUCG’s RMP through analysis of flow monitoring data from recently developed areas within the USA

The methodology utilized in the RSA study areas for estimating dry and wet weather flows is generally consistent with the methodology utilized for development/sizing the wastewater infrastructure improvements in LFUCG’s RMP. The lone exception is that a land density of nine (9) people per acre (ppl/acre) was used during the development of the RMP whereas 15 ppl/acre is assumed for developable areas in this study A detailed explanation of the flow projection methodology is outlined in the Remedial Measure Plan reports submitted to the EPA and Kentucky EPPC in 2011 and 2012. If development densities increase above the 15 ppl/acre assumption, sewer infrastructure will likely need to be upsized to meet the increase in flow projections.

For the purposes of estimating sewer capacity needs, land within each RSA was assigned one of the classifications below.

a. DEVELOPABLE – Parcel is assumed to develop Developable areas are assumed to be all land within the RSA not encompassed by any of the other land use classifications.

b. FLOODPLAIN – Area is assumed to be ineligible for development Floodplain areas were defined as land inundated by the 0.1% Annual Chance Flood (100-Year Flood), as shown on the Flood Insurance Rate Maps published by the Federal Emergency Management Agency (FEMA).

c. PARKS – Parcel designated as a park in LFUCG’s Geographic Information System (GIS) data Park areas were assumed to remain designated as a park/greenspace.

d. PDR – Parcel has participated in LFUCG’s Purchase of Development Rights (PDR) program PDR properties were not assumed to be further developed.

e. RURAL RESIDENTIAL PARCEL – Parcels less than or equal to 10 acres in size and currently zoned as residential.

f. RURAL SETTLEMENT – Parcel is part of a historic Rural Settlement as defined in the 2017 RLMP. Rural Settlement properties were not assumed to be further developed. Rural Settlements appear in the Royster Road RSA (Utingertown and Columbus) and Avon/I-64 Extension RSA (Avon and Willa Lane)

g. SPECIAL NATURAL PROTECTION AREAS – Areas identified in the 2017 RLMP as Special Natural Protection Areas None of these are present in the 14 RSA study areas.

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2.2.1 Flow Contributions from Developable Areas

A population density of 15 ppl/acre is assumed to determine dry weather flow estimates from developable areas within the RSAs (For reference, a population density of 9 ppl/acre is the basis for dry weather flow estimation from developable areas located within the USA that is assumed in the Future Conditions model used to size RMP projects and evaluate Adequate Capacity.) Full “build-out” is assumed for developable areas within the RSA.

Calculation of wet weather flow contributions to the sewer system in the RSA study areas includes developable areas.

2.2.2 Flow Contributions from Floodplain Areas

Areas defined as floodplains are assumed to remain undeveloped No dry or wet weather flow contribution to the sewer system is assumed from floodplain areas.

2.2.3 Flow Contributions from Parks

Areas designated as parks are assumed to remain undeveloped. No dry or wet weather flow contribution to the sewer system is assumed from parks.

2.2.4 Flow Contributions from PDR Properties

Land use changes/densification are not assumed for properties with Purchase of Development Rights (PDR) agreements PDR properties are assumed to remain undeveloped. No dry or wet weather flow contribution to the sewer system is assumed from PDR properties.

2.2.5 Flow Contributions from Rural Residential Properties

Land use changes/densification are not assumed for Rural Residential properties. Rural Residential properties are assumed to convert from their existing septic (or other private wastewater treatment) facilities and connect to the public sewer. A rate of 80 gpcd (sewage baseflow and groundwater infiltration) and 2 ppl/acre are assumed in estimating dry weather flow contributions. Wet weather flows from Rural Residential properties are estimated in the same manner as for developable areas

2.2.6 Flow Contributions from Rural Settlements

Land use changes/densification is not assumed for Rural Settlement properties. Rural Settlements are assumed to convert from their existing septic (or other private wastewater treatment) facilities and connect to the public sewer. A rate of 80 gpcd (sewage baseflow and groundwater infiltration) and 2 ppl/acre are assumed in estimating dry weather flow contributions. Wet weather flows from Rural Settlement properties are estimated in the same manner as for developable areas

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2.2.7 Flow Contributions from Special Natural Protection Areas

Areas designated as Special Natural Protection Areas are assumed to remain undeveloped. No dry or wet weather flow contribution to the sewer system is assumed from Special Natural Protection Areas

2.3 CAPITAL COSTS

Opinions of Probable Construction Costs (OPCC) were developed for wastewater alternatives in each of the 14 RSA study areas.

The Hazen Costing Tool (HCT) used for this study is completed at a planning level due to limited knowledge of site-specific conditions for the proposed infrastructure. Thus, the accuracy of the OPCC is Class 4 as defined by Association for the Advancement of Cost Estimating (AACE) International Recommended Practice No. 18R-97. The characteristics of a Class 4 Estimate are:

• The maturity level of the project definition deliverables is 1% to 15%.

• The end usage of the estimate is for a study or to determine feasibility.

• The methodology for the estimate is equipment factored or parametric models.

• The expected accuracy range is -30% to +50%

The HCT is designed using cost curves generated from detailed cost estimates for various sizes of improvements using baseline cost assumptions, recent bids, and contractor estimates for similar type projects completed for LFUCG and Jefferson County, Alabama (a similar Consent Decree utility in the region that serves as a reasonable comparison in capital cost estimates) in a base ENR CCI number and scales the values using the desired costing index to bring costs to present value.

Gravity trunk sewers, WWS tanks, force mains, and pump stations (PS) are priced using the HCT and are adjusted to the May 2023 Engineering News Record (ENR) Construction Cost Index (CCI) for Cincinnati, Ohio. The ENR CCI for Cincinnati was used because it was determined that, based on past bids and actual construction costs for similar work, Cincinnati’s CCI produced cost estimates that compared closely to actual bids. A full list of assumptions used to create the HCT for each type of project is included in Appendix B

New WWTPs are priced at $20 per gallon of rated capacity based on actual bids for greenfield WWTPs. The sizing of these WWTPs is based on peak dry weather flow with a peaking factor of three (3X)

The peaking factor is used in conjunction with the peak dry weather flow to cover normal infiltration for systems built with modern construction techniques. Additional wet weather flow above the 3X dry weather flow projection is assumed to be stored within WWS facilities at the WWTP.

Items such as diversion structures, jack and bore tunneling, and demolition of pump stations are taken from actual bids.

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August 22, 2023

Items not included in the OPCC:

• Project Administration

• Easement Costs

• Engineering Design/Modeling

• Utility Relocation

For planning level costs presented in this report, a contingency of 30% was added to the base construction cost to account for unknown issues.

The HCT was recently used to estimate the costs of the remaining RMP projects. The estimates are used by the DWQ to determine cash flow requirements for the remaining RMP projects.

2.4 ASSUMPTIONS

The following assumptions/tenets were adopted in determining sewer capacity and public infrastructure needs in the Rural Service Areas.

1. ALTERNATIVES The number of alternatives identified in each study area are limited to those reasonably anticipated to be considered/undertaken by LFUCG Alternatives that result in unnecessary operational risks/costs (such as triple pumping wastewater flows) or higher capital costs than other available, viable alternatives in the RSA were discarded.

2. DESIGN STORM Wastewater upgrades/improvements are sized to convey the peak flow from the 2-year, 24-hour design storm without resulting in surcharge of the sewer system. (The 2-year, 24-hour design storm is utilized to size RMP improvements and is the basis for certifying Adequate Capacity in LFUCG’s existing wastewater collection, transmission, and treatment systems within the USA.)

3. PUBLIC INFRASTRUCTURE TYPES Public wastewater infrastructure within each RSA is limited to gravity sewers, force mains, Class B or larger pump stations (per the definition in LFUCG’s Sanitary Sewer and Pumping Station Manual, current edition), WWS facilities, and WWTPs Areas that would require a Class C or smaller PS are generally excluded from consideration Wastewater equalization (dry weather) storage facilities are also excluded from consideration.

4. WASTEWATER TREATMENT Wastewater treatment alternatives for each RSA are limited to one or more of the following options:

a. Conveyance to the West Hickman WWTP located at 645 W. Hickman Plant Road (in Jessamine County)

b. Conveyance to the Town Branch WWTP located at 301 Lisle Industrial Avenue

c. Conveyance to a WWTP owned by the City of Georgetown or Winchester Municipal Utilities; no discussions with neighboring utilities was performed and these alternatives are hypothetical in nature

d. A new WWTP, owned/operated by LFUCG, located within the RSA

Methodology

August 22, 2023

5. NEW WWTP SIZING The proposed rated capacity (e.g., biological treatment capacity) is set to the average dry weather flow at full buildout for the RSA (and any upstream LFUCG infrastructure) The proposed hydraulic capacity during wet weather events is set to three times the average dry weather flow (3X) For peak flows that exceed the 3X hydraulic capacity during the Design Storm, WWS facilities is proposed to accompany the WWTP.

6. PS SITING Where pump stations are needed to convey sewage flows to treatment facilities, they are sited at a location that would minimize the total number of pump stations needed in the RSA and maximize the developable area that would be served.

7. WWS SITING Wastewater alternatives do not increase existing/planned wet weather storage facilities at LFUCG’s two existing WWTPs. Wet weather storage at a location within the RSA was assumed in lieu of expansion of storage facilities at the WWTPs.

8. FORCE MAIN DESIGN Force mains are designed to not exceed a velocity of 8 feet per second.

9. GRAVITY SEWER DESIGN Gravity sewers are designed at a slope equal to, or steeper, than the minimum slope identified in Recommended Standards for Wastewater Facilities, 2014 Edition (Ten States Standards).

10. WASTEWATER INFRASTRUCTURE WITHIN PDR PROPERTIES Wastewater infrastructure may be located within properties that participated in the Purchase of Development Rights (PDR) Program if it is maximizes the efficiency for conveying sewer flows in the RSA.

11. RMP IMPROVEMENTS Proposed wastewater improvements identified in LFUCG’s approved RMP are assumed to have been constructed, unless the wastewater solution identified for the RSA allows for modification/elimination of an RMP project(s).

12. MINT LANE WWS FACILITY LFUCG is considering construction of a 1.2 MG WWS tank and diversion PS at the Mint Lane PS. The WWS facility is intended to reclaim hydraulic capacity at the South Elkhorn PS. Due to limited land availability at the South Elkhorn PS, the facility will be located adjacent to the Mint Lane PS The proposed 1.2 MG Mint Lane WWS facility is assumed to have been constructed, unless the wastewater solution identified for the RSA allows for its modification/elimination.

13. ORDINANCE 220-82 The Urban County Council passed an ordinance (220-82) adopting sanitary sewer policy guidelines for development within Lexington-Fayette County on December 2, 1982 The ordinance does not reflect LFUCG’s current Comprehensive Plan or requirements in the Consent Decree For the purposes of this Sewer Capability Study, the sewer policy guidelines in the Ordinance were not applied when determining sewer capacity needs and infrastructure alternatives in the RSAs A copy of the ordinance is provided in Appendix C for reference.

14. 1986 OUTER PERIMETER SEWERAGE SYSTEMS UPDATE. The Urban County Council passed Resolution 342-86 on September 18, 1986. The resolution adopts the 1986 Outer Perimeter Sewerage System (OPSS) update to the 201 Facilities Plan The 1986 OPSS does not reflect LFUCG’s current Comprehensive Plan or requirements in the Consent Decree For the purposes of this Sewer Capability Study, the requirements in the 1986 OPPS were not applied when determining sewer capacity needs and infrastructure alternatives in the RSAs A copy of the resolution in provided in Appendix D for reference.

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15. OPPCs Opinion of Probable Construction Costs are based on the following assumptions.

a. OPCCs for wastewater infrastructure do not include costs for engineering design, easement acquisition, or relocation of existing utilities

b. A contingency of 30% is included in the OPCCs.

c. The cost to demolish existing pump stations that are identified to be abandoned as part of the wastewater alternative for the RSA are included in the OPPCs.

Study Areas

August 22, 2023

3.0 STUDY AREAS

3.1 LOWER SOUTH ELKHORN RSA (1)

3.1.1 General

The Lower South Elkhorn RSA is in southwestern Fayette County. The area is located immediately downstream of the South Elkhorn PS at 2500 Bowman Mill Road and naturally drains to South Elkhorn Creek, away from the USA, towards Blue Grass Airport.

The Lower South Elkhorn RSA encompasses a gross area of about 1,219 acres The area is predominantly agricultural land use About 24% of the RSA is participating in PDR agreements with LFUCG

None of the other 13 RSA study areas naturally drain to the Lower South Elkhorn RSA Similarly, the Lower South Elkhorn RSA does not naturally drain to any of the other 13 RSA study areas

Construction of wastewater infrastructure within the Lower South Elkhorn RSA provides an opportunity to eliminate the existing Palomar Hills PS and South Elkhorn PS The Palomar Hills PS is a Class C PS located behind the private residence at 2213 Silktree Court and has a design capacity of 0.3 MGD The South Elkhorn PS is a Class A PS with a design capacity of 24.0 MGD and conveys sewage flows from the South Elkhorn Sewershed to the West Hickman WWTP

The South Elkhorn PS does not have Adequate Capacity to accept additional wet weather flows from the Lower South Elkhorn RSA Upgrades to the South Elkhorn PS to increase its wet weather pumping capacity are impractical due to the limitations of the existing force main to convey additional peak discharges. WWS can be utilized to prevent increases in the peak flow contribution from the RSA to the South Elkhorn PS.

STUDY

SEWER CAPABILITY

SEWER CAPABILITY STUDY

Study Areas

August 22, 2023

3.1.2 Land Use and Parcel Data

3.1.2.1 General Land Use

A summary of the land use classifications within the RSA is presented in Figure 6. Information in the pie chart is based on the land use categories in the 2017 RLMP and LFUCG GIS data. Three supplemental land classifications (floodplains, environmentally sensitive areas, and scenic view areas) are included in the 2017 RLMP and LFUCG GIS data These classifications frequently overlap one or more of the classifications in the pie chart (i.e., the percentages don’t add up to 100%). The supplemental land uses are illustrated in the bar chart in the figure

Figure 6: Area Metrics, Land Use Categories & Supplemental Classifications

Land use classifications in the figure are provided for informational purposes to aid understanding of the general characteristics of the RSA study area. Land types used for developing wastewater flow projections are presented in the following sub-section

3.1.2.2 Land Type for Wastewater Flow Projections

A summary of land types used for projecting wastewater flow contributions from the RSA is presented in Table 6. Land types within the RSA are illustrated on the wastewater infrastructure maps presented in the following sub-section

SEWER CAPABILITY STUDY

Study Areas

August 22, 2023

3.1.2.3 Land Parcel Size Distribution

A summary of the land parcel sizes within the RSA is presented in Table 7. For parcels that extend outside the limits of the study area, the parcel size reported in the table is based on the amount of the parcel that is physically located within the study area Parcel boundaries are illustrated on the wastewater infrastructure maps presented in the following sub-section.

3.1.3 Wastewater Infrastructure Needs

Projected wastewater flows and infrastructure needs for the RSA are presented in Exhibit No. 1.

Land Use Area (acres) % of Total Area Developable Areas 794 65.2 Floodplains 81 6.6 Parks 0 0.0 PDR 294 24.1 Rural Residential 50 4.1 Rural Settlement 0 0.0 Special Natural Protection Areas 0 0.0 Total = 1,219 100.0

Table 6: Land Type Summary – Lower South Elkhorn RSA

Land Parcel Size No. of Parcels % of Total Parcels Area (acres) % of Total Area 0 – 5 acres 51 67.1 27 2.2 5.1 acres – 10.0 acres 7 9.2 62 5.1 10.1 acres – 40 acres 12 15.8 193 15.8 40.1 acres – 100 acres 2 2.6 142 11.6 100.1 acres – 200 acres 3 4.0 486 39.9 > 200 acres 1 1.3 285 23.4 Roads/Railroads 0 0.0 24 2.0 Total = 76 100.0 1,219 100.0

Table 7: Land Parcel Size Distribution – Lower South Elkhorn RSA

Alternate 1A - WWTP & WWS

Alternate 1B - New PS, WWS, & FM to SE FM

All Alternates - Proposed Trunk Sewer

KEY NOTES

Proposed 8 MGD WWTP (24 MGD wet weather hydraulic capacity) w/ 6 MG WWS

Proposed 4 MG WWS & 32 MGD PS

Line 1 - ±6,850 LF 48" Dia. Trunk Sewer

Line 2 - ±5,000 LF 12" Dia. Trunk Sewer

Line 5 - ±6,950 LF 36" Dia. FM to Ex. SE FM

Line 3 - ±2,300 LF 12" Dia. Trunk Sewer

South Elkhorn Rural Service Area

# U [ Ú VERD A Q U A W A Y MILITARYPIKE KEATSGROVELN OLBRID N PALOMAR COVELN ALMOND WAY R SYRINGA DR FOUNTA NBLUE LN FRALEY CT PALOMARBLVD WATERSIDEDR PALMETTO CT S T O N E G A R D E N L N WATK I NS CT STONE GARDENLN WTERRACE POODS ARK DEANSIDE DR PSUNGALE L STILLWOOD CT OL STEDMANDR PEPPERTREEDR CIMARRON CT MANGROVEDR PALOMAR CT OLDE BR DGE CT SILKTREE CT EVERGREENDR WAYNES BLVD MARYAUSTILL CT WATERKNOLLCT PALM GROVECT F A R V I E W C T OVERLAKE CIR WATERSIDE CT FIRESIDECIR I D L EWOOD DR SHANNAWOOD DR OLDE BRIDGELN LENLAKE CT L Y T E R C T SUNGALEC LYONDR F REBROOK BLVD MADRONEWAY GUM TREE LN S O L B E R G L N ROCKLEDGE LN CLUBSIDE CT OVERLAKE BLVD PALMETTO SPRINGSWAY PALMETTODR G L A D E L N AMBERWOODCT R INMANDR RRYMAN CT SANTEEWAY NUTMEGDR ASHBROOKEDR CAPTAINSCT ASHBROOKEDR KEENE RD BOWMANMILLRD HARRODSBURG HARRODSBURGRD 950 9 4 0 9 3 0 9 2 0 9 1 0 900 890 8 8 0 980 970 960 950 940930 920 910 900 990980 970 950940930 960 950 910 940 920 990 980 970 9 6 0 980 970 960 990 980 950 9 3 0 60 9 9 0 980 970 960 950 970 9 6 0 950 9 4 0 930 9 8 0 970 980 970 970 960 970 960 920 910 870 8 6 0 960 940 9 3 0 950 950 9 4 0 9 4 0 9 7 0 950 940 920 900 0 890 990 990 980 980 980 980 960 970 960 950 950 950 950 950 960 950 950 960 960 950 940 940 940 940 950 950 9 5 0 9 3 0 940 940 930 930 9 3 0 930 920 930 910 910 910 890 890 9 0 0 880 870 980 SOUTH ELKHORN PS PALOMAR HILLS PS SouthElkhornCreek 0 1 3 5 0 0 0 0 5 1 0 0 8 5 0 0 5 4 1 7 3 9 8 6 2 14 13 12 10 11 1 Lexington-Fayette Urban County Government Sewer Capabi ity Study U \ 1 7 5 5 6 9 4 6 2 g s m x d s \ 1 L o w e r S o u h E k h o r n 1 L S E R e v 1 m x d R e v s e d 2 0 2 30 82 1 B y : t g o f Lex ngton Fayet e CO KY

D sc a me Th s documen has been prepa ed based on n o ma on p ov ded by o he s as c ed n he No es sec on S an ec has no ve ed he accu acy and o comp e eness o th s n o ma on and sha no be respons b e o any e ro s o om ss ons wh ch may be ncorpo a ed he e n as a esu S an ec assumes no respons b y or da a supp ed n e ec ron c o ma and he ec p en accep s fu espons b y o ve y ng he accuracy and comp e eness o he da a C ent Pro ec F gu e No T le Projec Loca ion a or g na documen s ze o 22x34 ( $¯ 1 n = 500 t 500 0 500 1,000Fee D D 1 2 Legend * Pa cels c ass ed as "Rura Res den ia " are ess han o equa o 10 acres n s ze & are zoned as res den a These parce s a e app ed WWF based on he acreage but DWF s assumed o be 2 peop e acre Study Area Parcel Trunk Sewer Collector Sewer Force Main 1% Annual Chance Flood Hazard Waterways Parks Ex Pump Station [ Ú Rural Residential Parcels* [ Ú Ex Pump Station to be Eliminated D Purchase Development Right Parcel Rural Settlements Waterbod es Contour (10') 28 MGD D C F B E 0.3 MGD A

Lower

5 MGD WWF & 2 MGD DWF

Flow Contribution to WH WWTP From Area 1 Alone =

A. B. C. D. E. F.

SEWER CAPABILITY STUDY

Study Areas

August 22, 2023

3.1.3.1 Projected Wastewater Flows

The projected average dry weather flow from the Lower South Elkhorn RSA is 2.0 MGD The projection assumes full buildout of the developable areas and connection of existing rural settlements and rural residential areas to the public sewer. The projected peak wet weather flow from the Lower South Elkhorn RSA is 5.0 MGD These flows do not include contributions from the existing wastewater system within the current USA

3.1.3.2 Wastewater Infrastructure Alternatives

Two alternatives (1A and 1B) were considered for the Lower South Elkhorn RSA Both alternatives have the following common elements:

• Elimination of the existing Palomar Hills PS and South Elkhorn PS

• Approximately 6,850 linear feet (LF) of 48-inch gravity sewer extending from the existing South Elkhorn PS to a proposed pumping or treatment facility at the downstream end of the study area (adjacent to South Elkhorn Creek)

• Approximately 2,300 LF of 12-inch gravity sewer extending from the Palomar Hills PS to existing manhole SE1_6512 (2217 Mangrove Drive).

• Approximately 5,000 LF of 12-inch gravity sewer extending alongside the unnamed tributary that drains to South Elkhorn Creek near 2731 Bowman Mill Road.

The proposed wastewater infrastructure in Alternatives 1A and 1B should be considered long-term assets by LFUCG. The subsequent addition of any of the other 13 RSA study areas does not require modification or abandonment of the wastewater infrastructure in the Lower South Elkhorn RSA.

Alternative 1A

Alternative 1A consists of a new 8.0 MGD WWTP and 6.0 million MG WWS facility adjacent to South Elkhorn Creek on the western boundary of the Lower South Elkhorn RSA The proposed WWTP is sized to accommodate an average dry weather flow rate of 8.0 MGD and peak wet weather flow rate of 24.0 MGD.

The proposed WWTP would reclaim capacity at the West Hickman WWTP through the reduction of the flow contribution from the South Elkhorn Sewershed The South Elkhorn PS currently conveys an average dry weather flow rate of 11.6 MGD and peak wet weather flow of 28.5 MGD to the West Hickman WWTP (for the 2-year, 24-hour design storm).

While not considered in the preliminary design/sizing of Alternative 1A, the capacity of the proposed WWTP could be increased above that needed to service Fayette County customers to allow LFUCG to accept additional sewage flow from the areas naturally draining to the South Elkhorn Sewershed from Jessamine County An existing Interlocal Agreement (dated January 31, 2003) caps the flow contribution from Jessamine County at an average daily flow rate of 2.0 MGD.

SEWER CAPABILITY STUDY

Study Areas

August 22, 2023

New connections from Jessamine County are permitted to discharge to both the South Elkhorn and West Hickman sewersheds, provided there is available capacity in LFUCG sewer system, under the 2003 Interlocal Agreement. Presently, the hydraulic model of LFUCG’s wastewater system indicates there is no available capacity in the South Elkhorn PS to allow new connections from Jessamine County that would discharge to the South Elkhorn Sewershed In lieu of adequate capacity certification, new connections may also be authorized through offsetting capacity credits in accordance with the LFUCG’s approved System Capacity Assurance Program.

Alternative 1B

Alternative 1B includes a new 32.0 MGD PS (Class A) and a 4.0 MG WWS facility located adjacent to South Elkhorn Creek on the western boundary of the Lower South Elkhorn RSA The existing 36-inch force main for the South Elkhorn PS remains in service Approximately 6,950 LF of new 36-inch diameter force main extends from the proposed PS and connects to the existing South Elkhorn PS force main Sewage contributions from the Lower South Elkhorn RSA under Alternative 1B are conveyed to the West Hickman WWTP.

Due to capacity restrictions in the existing South Elkhorn PS force main and West Hickman WWTP, the proposed Alternative 1B PS is sized maintain adequate velocities in the force main and not exceed the available WWS or headworks capacity at West Hickman WWTP The addition of WWS at the proposed Alternative 1B PS is proposed to adequately convey design storm peak flows to West Hickman WWTP.

While not considered in the preliminary design/sizing of Alternative 1B, the size of the proposed WWS facility could be increased to allow LFUCG to accept additional sewage flow from the areas naturally draining to the South Elkhorn Sewershed from Jessamine County. The proposed 32.0 MGD PS should not be increased due to the lack of excess capacity available in the existing South Elkhorn PS force main

3.1.3.3 Costs

OPCCs for Alternatives 1A and 1B are presented in Table 8. Detailed cost derivations for each alternative are presented in Appendix B

Table 8: Wastewater Infrastructure OPCC – Lower South Elkhorn RSA

1 Total includes 30% contingency.

Description Alternative 1A Alternative 1B Trunk Sewers 11,326,250 11,326,250 Force Main 0 6,345,926 PS 0 22,895,725 WWS 8,100,779 6,856,439 Miscellaneous Structures 0 0 New WWTP 160,000,000 0 Demolishing/Abandonment of Existing Facilities 180,000 180,000 Total1 = $ 233,490,000 $ 61,890,00

SEWER CAPABILITY STUDY

Study Areas

August 22, 2023

3.1.3.4 Considerations

1. Elimination of the Palomar Hills PS and South Elkhorn PS provides immediate base flow for proposed wastewater infrastructure within the Lower South Elkhorn RSA The availability/viability of minimum flows in proposed public wastewater infrastructure minimizes the risk of operation and maintenance issues while new connections are added.

2. The proposed WWS tank in Alternative 1B may be increased to accommodate additional flow contributions from Jessamine County Dry weather flow capacity should be evaluated for any increases in the service area for Alternative 1B to verify if WWS facilities are engaged during dry weather periods (i.e. flow equalization) Storage facilities utilized for dry weather flow equalization may require additional design elements and costs over those needed for WWS facilities.

3. If wastewater infrastructure capacities are increased to accommodate additional flow contributions from Jessamine County, the 2003 Interlocal Agreement should be amended to reflect the revised maximum average daily flow limit.

4. Annual operating cost associated with the proposed Class A PS in Alternative 1B are offset by the elimination of the South Elkhorn PS.

5. Wastewater infrastructure alternatives for the Lower South Elkhorn RSA do not require modification or abandonment from expansion of the USA to include any of the other 13 study areas considered in this report.

6. LFUCG participation in the construction of the proposed alternatives is high as about 85% of the total peak wet weather flow at the downstream end of the Lower South Elkhorn RSA comes from the existing LFUCG wastewater system within the current USA.

SEWER CAPABILITY STUDY

Study Areas

August 22, 2023

3.2 MINT LANE RSA (2)

3.2.1 General

The Mint Lane RSA is in southwestern Fayette County. The area is located immediately downstream of the Mint Lane PS (1510 Man O’ War Boulevard) and naturally drains to Cave Creek (a tributary of South Elkhorn Creek), away from the USA, towards Blue Grass Airport.

The Mint Lane RSA encompasses a gross area of about 572 acres The area is predominantly agricultural land use. None of the properties within the RSA are currently participating in PDR agreements with LFUCG.

The Mint Lane RSA does not naturally drain to any of the other 13 RSA study areas A portion of the Man O’ War RSA (3) naturally drains to the Mint Lane RSA

Construction of wastewater infrastructure within the Mint Lane RSA provides an opportunity to eliminate the existing Mint Lane PS. The Mint Lane PS is located adjacent to Paul Laurence Dunbar High School and has a design capacity of 2.2 MGD (Class B) Lexington’s Consent Decree approved capital construction plan (RMP) requires upgrading the currently undersized Mint Lane PS. Alternative 2A presented below provides an opportunity to address the RMP while at the same time providing sanitary sewer service to the Mint Lane RSA. Presently, there is a 16-inch force main from the PS that terminates at manhole SE1_6517 and drains via gravity to the South Elkhorn PS and West Hickman WWTP.

The South Elkhorn PS does not have Adequate Capacity to accept additional wet weather flows from the Mint Lane RSA. Upgrades to the South Elkhorn PS will not increase its wet weather pumping capacity due to the limitations of the existing force main to convey additional peak discharges WWS can be utilized to prevent increases in the peak flow contribution from the RSA to the South Elkhorn PS.

SEWER CAPABILITY STUDY

Study Areas

August 22, 2023

3.2.2 Land Use and Parcel Data

3.2.2.1 General Land Use

A summary of the land use classifications within the RSA is presented in Figure 7. Information in the pie chart is based on the land use categories in the 2017 RLMP and LFUCG GIS data. Three supplemental land classifications (floodplains, environmentally sensitive areas, and scenic view areas) are included in the 2017 RLMP and LFUCG GIS data These classifications frequently overlap one or more of the classifications in the pie chart (i.e., the percentages don’t add up to 100%). The supplemental land uses are illustrated in the bar chart in the figure

Figure 7: Area Metrics, Land Use Categories & Supplemental Classifications

3.2.2.2 Land Type for Wastewater Flow Projections

A summary of land types used for projecting wastewater flow contributions from the RSA is presented in Table 9. Land types within the RSA are illustrated on the wastewater infrastructure maps presented in the following sub-section.

SEWER CAPABILITY STUDY

3.2.2.3 Land Parcel Size Distribution

A summary of the land parcel sizes within the RSA is presented in Table 10. For parcels that extend outside the limits of the study area, the parcel size reported in the table is based on the amount of the parcel that is physically located within the study area Parcel boundaries are illustrated on the wastewater infrastructure maps presented in the following sub-section.

3.2.3 Wastewater Infrastructure Needs

Projected wastewater flows and infrastructure needs for the RSA are presented in Exhibit No. 2.

Land Use Area (acres) % of Total Area Developable Areas 537 94 Floodplains 32 5.5 Parks 0 0 PDR 0 0 Rural Residential 3 0.5 Rural Settlement 0 0 Special Natural Protection Areas 0 0 Total = 572 100

Study Areas August 22, 2023

Table 9: Land Type Summary – Mint Lane RSA

Land Parcel Size No. of Parcels % of Total Parcels Area (acres) % of Total Area 0 – 5 acres 1 9.1 3 0.5 5.1 acres – 10.0 acres 0 0.0 0 0.0 10.1 acres – 40 acres 2 18.2 55 9.6 40.1 acres – 100 acres 7 63.6 381 66.6 100.1 acres – 200 acres 1 9.1 121 21.2 > 200 acres 0 0.0 0 0.0 Roads/Railroads 0 0.0 12 2.1 Total = 11 100.0 572 100.0

Table 10: Land Parcel Size Distribution – Mint Lane RSA

KEY NOTES

Proposed 3 MG WWS & 4.6 MGD PS (Sized to match RMP Design Capacity for Mint Lane PS)

Line 3 - ±4,500 LF 16" Dia. FM to Ex. ML FM

Line 2 - ±2,550 LF 18" Dia. Trunk Sewer (Sized to include Area 3)

Line 1 - ±4,500 LF 24" Dia. Trunk Sewer

COST AVOIDED: Current RMP calls for a new 4.6 MGD Mint Lane PS

NOTE: All infrastructure designed to accommodate flows for the development of Area 3.

Flow

Alternate 2A - WWS, PS, & FM to ML FM

[ Ú U FT HARRODS DR PINENEEDLESLN PARKERS MILL RD MALONEDR LINVILLELN BEAUMONTCENTRELN CAVEHILLPL ROSWELL DR CCAVE T S I CLVERTREE I R CHIDDEN AVECIR BURRUS DR CONYERSCT FURLANI CT ROBINHILL WAY CAVEHILLLN BARNWELLLN BREVARDCT OLMSTEAD CT LYONCT GUILFORDLN TERRANOVACT CORDELELN ALPHARETTA CT ROSWELLDR WILMINGTON LN RIDGECANERD BRIANNA CT PARTRIDGELN M U M F O R D L N CULLMAN LN CARRINGTON CT PALM GROVECT LOVELLCT SAVANNAH LN TUPELO LN CASHIERS CT KANNAPOLIS PL SMYRNALN BURNS CT TUSCANYLN RIDGECANE CT SNAFFLERD CAROLINALN G O N D O L A D R PASTERNCT GONDOLACT OLD CAVE HILL LN BIRMINGHAMLN PEPPERTREEDR SEBASTIANLN B BEAUMONT CENTRE LN ROLLINGDALERD PINENEEDLESLN LYONDR BOWMANMILLRD MAN O WAR BLVD MANOWARBLVD 970 960 950 940 930 920 900 910 890 890 880 960 950 950 940 930 950 940 930 980 970 990 980 990 980 990 980 990 970 970 960 970 960 9 9 0 980 990 980 9 8 0 970 970 960 940 9 3 0 900 890 880 910 920 970 980 9 7 0 9 6 0 950 940 930 1000 1000 990 990 990 990 990 990 9 9 0 980 980 970 970 970 980 9 8 0 9 8 0 960 970 9 7 0 970 970 970 960 970 960 970 950 950 950 960 960 960 950 960 950 950 940 940 940 940 940 930 930 930 920 920 900 M NT LANE PS CaveCreek 5 1 5 0 5 1 9 0 0 0 0 2 Lexington-Fayette Urban County Government Sewer Capabi ity Study U \ 1 7 5 5 6 9 4 6 2 g s m x d s \ 2 M n t L a n e 2 M n L a n e R e v 1 m x d R e v s e d : 2 0 2 30 82 1 B y : t g o f Lex ngton Fayet e CO KY Mint Lane Rural Service Area D sc a me Th s documen has been prepa ed based on n o ma on p ov ded by o he s as c ed n he No es sec on S an ec has no ve ed he accu acy and o comp e eness o th s n o ma on and sha no be respons b e o any e ro s o om ss ons wh ch may be ncorpo a ed he e n as a esu S an ec assumes no respons b y or da a supp ed n e ec ron c o ma and he ec p en accep s fu espons b y o ve y ng he accuracy and comp e eness o he da a C ent Pro ec F gu e No T le Projec Loca ion a or g na documen s ze o 22x34 ( $¯ 1 n = 400 t 400 0 400 800 Fee D 2 3 1 Ex. Mint Lane Force Ma n (to South Elkhorn PS) 5 4 1 7 3 9 8 6 2 14 13 12 10 11 * Pa cels c ass ed as "Rura Res den ia " are ess han o equa o 10 acres n s ze & are zoned as res den a These parce s a e app ed WWF based on he acreage but DWF s assumed o be 2 peop e acre Legend Study Area Parcel Trunk Sewer Collector Sewer Force Main 1% Annual Chance Flood Hazard Waterways Parks Ex Pump Station [ Ú Rural Residential Parcels* [ Ú Ex Pump Station to be Eliminated D Purchase Development Right Parcel Rural Settlements Waterbod es Contour (10') 2.2 MGD C D E B A

Contribution

Area 2

= 3

MGD

to WH WWTP From

Alone

MGD WWF

1.1

DWF

B. C.

SEWER CAPABILITY STUDY

Study Areas

August 22, 2023

3.2.3.1 Projected Wastewater Flows

The projected peak dry weather flow from the Mint Lane RSA is 1.1 MGD The projection assumes full buildout of the developable areas and connection of existing rural settlements and rural residential areas to the public sewer. The projected peak wet weather flow from the Mint Lane RSA is 3.0 MGD. These flows do not include contributions from the existing wastewater system within the current USA or RSA 3

3.2.3.2 Wastewater Infrastructure Alternatives

A single alternative (Alternative 2A) was considered for the Mint Lane RSA A new WWTP within the RSA was not considered viable due to the size of Cave Creek and its perceived inability to adequately assimilate WWTP effluent. Options to “triple pump” from a new RSA PS to the existing Mint Lane PS to South Elkhorn PS, or a new force main that discharged directly to the West Hickman WWTP or Town Branch WWTP, were also dismissed Wastewater infrastructure costs for those alternatives would result in a significantly higher cost per developable acre in the RSA than Alternative 2A.

The proposed wastewater infrastructure in Alternative 2A should be considered long-term assets by LFUCG. The subsequent addition of any of the other 13 RSA study areas does not require modification or abandonment of the wastewater infrastructure in the Mint Lane RSA.

Alternative 2A

Alternative 2A consists of a new 4.6 MGD PS (Class A) and a 3.0 MG WWS facility located adjacent to Cave Creek on the western boundary of the Mint Lane RSA at Bowman Mill Road The existing 16-inch force main for the Mint Lane PS remains in service. Approximately 4,500 LF of new 16-inch diameter force main extends from the proposed 4.6 MGD PS and connects to the Mint Lane PS force main Approximately 4,500 LF of 24-inch diameter gravity sewer conveys sewage flows from the abandoned Mint Lane PS to the proposed Mint Lane RSA PS (referred to as the Bowman Mill PS) An additional 2,550 LF of 18-inch gravity sewer, located along an unnamed tributary to Cave Creek, is needed to service the northern portion of the RSA Sewage contributions from full-build out of the Mint Lane RSA under Alternative 2A are conveyed to the West Hickman WWTP.

The RMP includes upgrading the Mint Lane PS from 2.2 MGD (Class B) to 4.6 MGD (Class A) LFUCG is also considering constructing a WWS facility at the existing Mint Lane PS to reduce the potential for untreated sewage bypasses as South Elkhorn PS. Alternative 2A allows for the modification of the planned RMP improvements/upgrades at the existing Mint Lane PS. The construction cost of the proposed Bowman Mill PS in the RSA is offset by the avoided cost of the planned Mint Lane PS replacement (i.e. the planned PS replacement in the RMP is simply relocated to the RSA) Similarly, the cost of the proposed 3.0 MG WWS facility in the RSA is partially offset by the avoided cost of the planned 1.2 MG WWS facility at the Mint Lane PS

The 3.0 MG WWS facility and conveyance infrastructure in Alternative 2A is proposed to accommodate the additional contribution from the Man O’ War Boulevard RSA (Alternative 3A).

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Study Areas

August 22, 2023

Due to capacity restrictions in the existing South Elkhorn PS force main, the proposed Bowman Mill PS was restricted to 4.6 MGD. Increasing the capacity of the proposed Bowman Mill PS eliminates the ability to utilize the existing Mint Lane PS force main and increases the peak discharge to the South Elkhorn PS.

3.2.3.3 Costs

The OPCC for the Alternative 2A is presented in Table 11 A detailed cost derivation for the alternative is presented in Appendix B.

1 Total includes 30% contingency.

3.2.3.4 Considerations

1. Elimination of the Mint Lane PS provides immediate base flow for proposed wastewater infrastructure within the Mint Lane RSA The availability/viability of minimum flows in proposed public wastewater infrastructure minimizes the risk of operation and maintenance issues.

2. Annual operating costs associated with the proposed Class A PS in Alternative 2A are largely offset by the elimination of the Mint Lane PS.

3. The design/capacity of the proposed PS and force main in Alternative 2A are unaffected by the potential contribution from the Man O’ War RSA

4. The wastewater infrastructure improvements outlined in Alternative 2A do not require modification or abandonment from the expansion of the USA to include any of the other 12 study areas considered in this report

5. LFUCG participation in the construction of the proposed alternative is moderate. There is a planned RMP project to replace the Mint Lane PS at its current location with the same capacity as the proposed RSA PS. The proposed flow from the RSAs (both Mint Lane and the Man O’ War RSA) comprises about half of the total projected peak flow at the downstream end of the RSA.

Description Alternative 2A Trunk Sewers 3,965,980 Force Main 1,420,677 PS 3,296,571 WWS 6,285,943 Miscellaneous Structures 0 New WWTP 0 Demolishing/Abandonment of Existing Facilities 100,000 Total1 = $ 19,590,000

Table 11: Wastewater Infrastructure OPCC – Mint Lane RSA

Study Areas

August 22, 2023

3.3 MAN O’ WAR RSA (3)

3.3.1 General

The Man O’ War RSA is in southwestern Fayette County. The area is located north of Man O’ War Boulevard near its intersection with Parkers Mill Road. The area naturally drains to Cave Creek and towards Blue Grass Airport.

The Man O’ War RSA encompasses a gross area of about 375 acres. Cardinal Run Park South is located along the northeastern boundary and is home to Bluegrass Little League baseball and Bluegrass Girls Fastpitch softball. None of the properties within the RSA are currently participating in PDR agreements with LFUCG

A small area (approximately 7 acres) of the Man O’ War RSA naturally drains to the Mint Lane RSA. The area is located at the southern boundary of the RSA along Pine Needles Way (and the intersection with Man O’ Way Boulevard) and is currently open space and paved walking trails for the adjacent townhome community. Sewer service for the area would require a small PS (Class C or Class D) The area can be served by gravity sewer if the wastewater improvements in the Mint Lane RSA (Alternative 2A) are completed. None of the other 13 RSA study areas naturally drain into the Man O’ War RSA.

Construction of wastewater infrastructure within the Man O’ War RSA does not provide an opportunity to eliminate any of LFUCG’s existing pump stations or planned RMP improvements.

Due to its proximity, the South Elkhorn PS is the logical transmission option for conveying wastewater contributions from the Man O’ War RSA to an LFUCG WWTP. The South Elkhorn PS does not have Adequate Capacity to accept additional wet weather flows from the Man O’ War RSA. Upgrades to the South Elkhorn PS will not increase its wet weather pumping capacity due to the limitations of the existing force main to convey additional peak discharges. WWS can be utilized to prevent increases in the peak flow contribution from the RSA to the South Elkhorn PS.

SEWER CAPABILITY STUDY

Study Areas

August 22, 2023

3.3.2 Land Use and Parcel Data

3.3.2.1 General Land Use

A summary of the land use classifications within the RSA is presented in Figure 8. Information in the pie chart is based on the land use categories in the 2017 RLMP and LFUCG GIS data. Three supplemental land classifications (floodplains, environmentally sensitive areas, and scenic view areas) are included in the 2017 RLMP and LFUCG GIS data. These classifications frequently overlap one or more of the classifications in the pie chart (i.e., the percentages don’t add up to 100%). The supplemental land uses are illustrated in the bar chart in the figure

Figure 8: Area Metrics, Land Use Categories & Supplemental Classifications

SEWER CAPABILITY STUDY

Study Areas

August 22, 2023

3.3.2.2 Land Type for Wastewater Flow Projections

A summary of land types used for projecting wastewater flow contributions from the RSA is presented in Table 12. Land types within the RSA are illustrated on the wastewater infrastructure maps presented in the following sub-section.

3.3.2.3 Land Parcel Size Distribution

A summary of the land parcel sizes within the RSA is presented in Table 13 For parcels that extend outside the limits of the study area, the parcel size reported in the table is based on the amount of the parcel that is physically located within the study area. Parcel boundaries are illustrated on the wastewater infrastructure maps presented in the following sub-section

3.3.3 Wastewater Infrastructure Needs

Projected wastewater flows and infrastructure needs for the RSA are presented in Exhibit No. 3

Land Use Area (acres) % of Total Area Developable Areas 336 89.5 Floodplains 0 0.0 Parks 21 5.7 PDR 0 0.0 Rural Residential 18 4.8 Rural Settlement 0 0.0 Special Natural Protection Areas 0 0.0 Total = 375 100.0

Table 12: Land Type Summary – Man O’ War RSA

Land Parcel Size No. of Parcels % of Total Parcels Area (acres) % of Total Area 0 – 5 acres 15 71.4 11 3.0 5.1 acres – 10.0 acres 1 4.8 7 1.9 10.1 acres – 40 acres 2 9.5 43 11.4 40.1 acres – 100 acres 2 9.5 148 39.6 100.1 acres – 200 acres 1 4.8 148 39.5 > 200 acres 0 0.0 0 0.0 Roads/Railroads 0 0.0 17 4.5 Total = 21 100.0 375 100.0

Table 13: Land Parcel Size Distribution – Man O’ War RSA

Alternate 3A - New FM to Area 2 Trunk Sewer

Alternate 3B - New FM to Mint Lane PS

All Alternates - New PS & Trunk Sewer

Flow Contribution to WH WWTP From Area 3 Alone = 2 MGD WWF & 0.8 MGD DWF

KEY NOTES

Proposed 2 MGD PS (serves both alternatives)

Line 1 - ±2,600 LF 12" Dia. Trunk Sewer

Line 2 - ±2,000 LF 12" Dia. Trunk Sewer

Line 3 - ±2,400 LF 10" Dia. FM to Area 2 Trunk

Line 4 - ±4,100 LF 10" Dia. FM to Mint Lane PS

WWS Currently Planned at Mint Lane PS is upsized from 1.2 MG to 2.4 MG for Alt. 3B

U [ J EKY L L DR PINENEEDLESLN PARKERS MILL RD MALONE DR LINVILLELN AIRPORTRD HEMINGWAYLN ROSWELL DR CAROLINALN SELMA CT CONYERSCT RAEFORDLN BARNWELLLN CHADBOURN LN BREVARDCT GUILFORDLN PLANTAGENETDR TERRANOVACT CORDELELN ALPHARETTA CT CHAMBLEELN BRIANNA CT SEBASTIAN LN SEBRINGLN MUMFORDLN CULLMAN LN SAVANNAH LN HANGARDR OLMSTEAD CT TUPELO LN CASHIERS CT MOULTRIE CT NORCROSS CT HEMLNGWAY N SMYRNALN TROPICANA DR TUSCANYLN KANNAPOLISPL SEDALIALN AVIATORRD AIR FREIGHT DR RIDGECANERD BEAUMONT CENTRE LN BEAUMONTCENTRELN BIRMINGHAMLN NAPLESLN WELLESLEYDR PINENEEDLESLN LITCHFIELDLN BO MANOWARBLVD MANOWARBLVD 970 960 950 940 920 910 900 890 990 980970 1000 960 940 9 2 0 950 9 3 0 990 980 970 960 960 950 940 960 950 940 9 2 0 990 980 990 970 960 950 950 940 9 9 0 980 990 980 970 9 6 0 960 950 940 930 970 930 980 980 990 960 960 970 970 950 930 930 1000 990 990 980 980 990 990 990 990 980 980 990 990 990 980 980 9 8 0 970 970 970 970 970 970 970 970 970 970 970 970 960 960 950 960 950 950 9 5 0 950 9 5 0 940 940 920 920 1000 990 990 970 GRINDER PS BLUEGRASS FIELD PS M NT LANE PS eCreek 5 0 4 0 1 9 0 0 1 0 0 3 Lexington-Fayette Urban County Government Sewer Capabi ity Study U \ 1 7 5 5 6 9 4 6 2 g s m x d s \ 3 M a n O W a r 3 M O W 1 0 7 r e v 1 m x d R e v i s e d 2 0 2 30 82 1 B y t g o f Lex ngton Fayet e CO KY Man O War Rural Service Area D sc a me Th s documen has been prepa ed based on n o ma on p ov ded by o he s as c ed n he No es sec on S an ec has no ve ed he accu acy and o comp e eness o th s n o ma on and sha no be respons b e o any e ro s o om ss ons wh ch may be ncorpo a ed he e n as a esu S an ec assumes no respons b y or da a supp ed n e ec ron c o ma and he ec p en accep s fu espons b y o ve y ng he accuracy and comp e eness o he da a C ent Pro ec F gu e No T le Projec Loca ion a or g na documen s ze o 22x34 ( $¯ 1 n = 400 t 400 0 400 800 Fee If Only Study Area 3 DevelopsThis Area Not Served 2 3 5 4 1 7 3 9 8 6 2 14 13 12 10 11 * Pa cels c ass ed as "Rura Res den ia " are ess han o equa o 10 acres n s ze & are zoned as res den a These parce s a e app ed WWF based on he acreage but DWF s assumed o be 2 peop e acre Legend Study Area Parcel Trunk Sewer Collector Sewer Force Main 1% Annual Chance Flood Hazard Waterways Parks Ex Pump Station [ Ú Rural Residential Parcels* [ Ú Ex Pump Station to be Eliminated D Purchase Development Right Parcel Rural Settlements Waterbod es Contour (10') 2.2 MGD C E A B F

A. B. C. D. E. F.

Study Areas

August 22, 2023

3.3.3.1 Projected Wastewater Flows

The projected peak dry weather flow from the Man O’ War RSA is 0.8 MGD The projection assumes full build-out of the developable areas and connection of existing rural settlements and rural residential areas to the public sewer. The projected peak wet weather flow from the Man O’ War RSA is 2.0 MGD.

3.3.3.2 Wastewater Infrastructure Alternatives

Two alternatives (3A and 3B) were considered for the Man O’ War RSA. Both alternatives have the following common elements:

• A new 2.0 MGD PS adjacent to Man O’ War Boulevard (approximately 700 feet north of Parkers Mill Road)

• Approximately 2,600 linear feet (LF) of 12-inch gravity sewer extending northeast from the proposed PS along the existing stream/channel

• Approximately 2,000 LF of 12-inch gravity sewer extending southeast from the proposed PS towards Parkers Mill Road

• Wastewater contributions from the Man O’ War RSA are conveyed to the South Elkhorn PS and West Hickman WWTP

The proposed wastewater infrastructure in Alternatives 3A and 3B should be considered long-term assets by LFUCG The subsequent addition of any of the other 13 RSA study areas does not require upsizing or abandonment of the wastewater infrastructure in the Man O’ War RSA.

Alternative 3A

Alternative 3A assumes that wastewater improvements in the Mint Lane RSA have been completed The alternative consists of 2,400 LF of 10-inch diameter force main extending from the proposed 2.0 MGD PS to the 18-inch trunk in the Mint Lane RSA (near the intersection of Man O’ War Boulevard and Pine Needles Lane).

Under Alternative 3A, wastewater contributions from the Man O’ War RSA are conveyed to the proposed 4.6 MGD Mint Lane RSA PS. The proposed 3.0 MG WWS facility at the Mint Lane RSA PS (Alternative 2A) assumes the additional wastewater contribution from the Man O’ War RSA.

Alternative 3B

Alternative 3B assumes that wastewater improvements in the Mint Lane RSA have not been completed. The alternative consists of 4,100 LF of 10-inch force main extending from the proposed 2.0 MGD PS to the existing Mint Lane PS. Additionally, the size of the planned WWS facility at the Mint Lane PS is increased from 1.2 MG to 2.4 MG to accommodate the additional flow contribution from the RSA.

SEWER CAPABILITY STUDY

Study Areas

August 22, 2023

Alternative 3B assumes that the capacity of the existing Mint Lane PS has been upgraded from 2.2. MGD to 4.6 MGD as planned in the RMP Wastewater flow contributions from the Man O’ War RSA should not be directed to the Mint Lane PS until after the capacity upgrade has been completed.

3.3.3.3 Costs

OPCCs for the Alternatives 3A and 3B are presented in Table 14. Detailed cost derivations for each alternative are presented in Appendix B.

1 Total includes 30% contingency.

3.3.3.4 Considerations

1. There are no immediate baseflow contributions to the proposed PS and trunk sewers in Man O’ War RSA The lack of available/viable minimum flows in proposed public wastewater infrastructure presents a risk of operation and maintenance issues if the areas within the RSA are slow to develop after completion of wastewater improvements Construction of the public wastewater infrastructure should consider the anticipated schedule for development within the RSA.

2. Under Alternative 3B, the Man O’ War RSA PS discharges to the existing Mint Lane PS. Should the Mint Lane RSA be incorporated into the USA after completion of Alternative 3B wastewater improvements, and the Mint Lane PS eliminated, minimal modification to the wastewater improvements in Man O’ War RSA are necessary The 10-inch force main may be connected to the proposed 18-inch gravity trunk (near intersection of Pine Needles Lane and Man O’ War Boulevard) and the remaining/lower portion of the force main abandoned.

3. Except as noted in item 2 above, wastewater infrastructure alternatives for the Man O’ War RSA do not require modification or abandonment from expansion of the USA to include any of the other study areas considered in this report

4. LFUCG participation in the construction of these alternatives is assumed to be minimal as the proposed infrastructure will serve only new development in the RSA.

Description Alternative 3A Alternative 3B Trunk Sewers 1,929,759 1,929,759 Force Main 550,970 941,240 PS 1,436,798 1,436,798 WWS 0 5,960,182 Miscellaneous Structures 0 0 New WWTP 0 0 Demolishing/Abandonment of Existing Facilities 0 0 Total1 = $ 5,090,000 $ 13,350,000

Table 14: Wastewater Infrastructure OPCC – Man O’ War RSA

SEWER CAPABILITY STUDY

Study Areas

August 22, 2023

3.4 OLD FRANKFORT PIKE RSA (4)

3.4.1 General

The Old Frankfort Pike RSA is located along the west boundary of the existing USA boundary between Leestown Road and Versailles Road. The area naturally drains to Town Branch Creek downstream of the Town Branch WWTP.

The Old Frankfort Pike RSA encompasses a gross area of about 1,682 acres

Approximately 102 acres along the eastern boundary of the Old Frankfort RSA naturally drain toward the existing the USA, while the remaining areas naturally drain away from the USA. A total of 696 acres (41% of the total land area) within the RSA are participating in PDR agreements with LFUCG

Construction of wastewater infrastructure within the Old Frankfort Pike RSA provides an opportunity to eliminate the six (6) LFUCG’s existing pump stations summarized in Table 15 While this opportunity provides for an efficient means to offer sewer service to the Lower Branch sewershed, it would also require a high level of LFUCG financial participation to implement.

Table 15: PS Elimination Opportunities – Old Frankfort Pike RSA

None of the other 13 RSA study areas naturally drain to the Old Frankfort Pike RSA Similarly, the Old Frankfort Pike RSA does not naturally drain to any of the other 13 RSA study areas

Design/sizing of the remaining/planned RMP capital improvement projects are not impacted by incorporation of the Old Frankfort Pike RSA into the USA.

No. PS Name Firm Capacity (MGD) Class 1. Wolf Run 18.0 A 2. Leestown Industrial 0.5 C 3. Spicewood 1.0 C 4. Marshall 0.5 C 5. Lower Town Branch 8.0 A 6. Bracktown 0.2 C

SEWER CAPABILITY STUDY

Study Areas

August 22, 2023

3.4.2 Land Use and Parcel Data

3.4.2.1 General Land Use

A summary of the land use classifications within the RSA is presented in Figure 9. Information in the pie chart is based on the land use categories in the 2017 RLMP and LFUCG GIS data. Three supplemental land classifications (floodplains, environmentally sensitive areas, and scenic view areas) are included in the 2017 RLMP and LFUCG GIS data These classifications frequently overlap one or more of the classifications in the pie chart (i.e., the percentages don’t add up to 100%). The supplemental land uses are illustrated in the bar chart in the figure

Figure 9: Area Metrics, Land Use Categories & Supplemental Classifications

SEWER CAPABILITY STUDY

Study Areas

August 22, 2023

3.4.2.2 Land Type for Wastewater Flow Projections

A summary of land types used for projecting wastewater flow contributions from the RSA is presented in Table 16. Land types within the RSA are illustrated on the wastewater infrastructure maps presented in the following sub-section.

3.4.2.3 Land Parcel Size Distribution

A summary of the land parcel sizes within the RSA is presented in Table 17. For parcels that extend outside the limits of the study area, the parcel size reported in the table is based on the amount of the parcel that is physically located within the study area. Parcel boundaries are illustrated on the wastewater infrastructure maps presented in the following sub-section

3.4.3 Wastewater Infrastructure Needs

Projected wastewater flows and infrastructure needs for the RSA are presented in Exhibit No. 4.

Land Use Area (acres) % of Total Area Developable Areas 764 45.4 Floodplains 170 10.1 Parks 0 0 PDR 696 41.4 Rural Residential 52 3.1 Rural Settlement 0 0 Special Natural Protection Areas 0 0 Total = 1,682 100

Table 16: Land Type Summary – Old Frankfort Pike RSA

Land Parcel Size No. of Parcels % of Total Parcels Area (acres) % of Total Area 0 – 5 acres 3 9.7 4 0.2 5.1 acres – 10.0 acres 5 16.1 47 2.8 10.1 acres – 40 acres 12 38.7 208 12.4 40.1 acres – 100 acres 5 16.1 336 20.0 100.1 acres – 200 acres 4 12.9 604 35.9 > 200 acres 2 6.5 453 26.9 Roads/Railroads 0 0.0 31 1.8 Total = 31 100.0 1,682 100.0

Table 17: Land Parcel Size Distribution – Old Frankfort Pike RSA

Alternate 4A - New WWS, PS, & FM to Ex. WR FM

Flow Contribution to TB WWTP From Area 4 Alone = 4.5

WWF & 1.5 MGD DWF

KEY NOTES

Proposed 4 MG WWS & 25 MGD PS (Sized to reuse existing Wolf Run Force Main)

Line 2 - ±14,200

30" Dia. FM to Ex. WR FM

48" Dia. Trunk Sewer

12" Dia. Trunk Sewer

8" Dia. Trunk Sewer

[ Ú U DEVONPORTDR TRAILSIDE DR MASTERSONSTAT I ON DR DAREN I A L N MERCER RD A L E X A N D R I A D R M I CHELLEPARK ROLLING R DGE KELSEY CT LUCILLEDR BRIDLE CT SUMMERFIELD DR MONACO CT SHANNON TRCE OLD FRANKFORT CIR RO B I NSON WA Y C H E S T N U T R I D G E D R REIMS RD TRAILWOOD LN FERNDALE PASS BORDEAUXDR MIDDLE FORKPATH ENTERPRISEDR CLOVER VALLEY DR CAYWOOD DR A N G E L F A L L S D R K I LRUSH DR LAROCHELLERD BUCK LN TIMBER OAKS CT LGAULEY N L O N G B R A N C H L N N I CE DR CADD S LN L E A T H E R W O O D L N MCCONNELLSTRCE TOWN BRANCH RD V I LEY RD CHERBOURG RD ALEXANDR I A DR CAYWOOD CIR CARSON DR M C C O N N E L L S T R C E NEWRIVERPL MACKINWOODDR SPRINTERS TRL BRIGGS PL PEAKS MILL DR TRADE ST M E R C E R C T SHELL CT DEVONPORT CIR PSTONEY ARK LN OCOEE CT W H I T E O A K T R C E CO N WA Y C T A S H R A P I D S STALLIONRUN FRANKFORT CT SEINERD MERCHANT ST KELSEY DR DR B L A C K W A T E R L N B U R N T M I L L R D O L D W O O L E N M L L L N AB GA L WAY ENTERPRISE CIR Y A M A C R A W P L BRADLEY LN ALLENRIDGE PT SUNNYSIDETRL MILESPOINTWAY RCORONADO IDGE ALEXANDR I A DR S P R I N G V A L L E Y L O O P OVER DR WHITEBERRY DR B L U E H E R O N P L LACO DR CANE VIEW TRL VENTURE CT BETTYHOPE LN GREENDA LE RD B Y R D T H U R M A N D R WES THAMPTON DR RUFFIANWAY LEESWAYDR OURNATIVELN ENTERPR I SE CT BRACKTOWNRD BARBAR I KA DR ELKCHESTER RD OLD FRANKFORT PIKE LEESTOWN RD LEESTOWN RD W NEW C I RCLE RD C I TAT I ON BLVD C I T A T I O N B L V D WNEWCIRCLERD 9 6 0 9 5 0 940 920 880 900 870 850 840 9 3 0 910890860 9 3 0 940 930 920 890 910 900 930920 910900 9 7 0 9 6 0 950 940930 980 970 960 950 8890 80 860 850 870 850 830 950 940 920 940 930 920 900 890 880 900 880 970 960 960 950 950 940 940930 880 8 8 960 950 960 950 930 920 900 890 870 940 940 840 930 920 920 910 900 900 9 6 0 970 950 940 940 930 920 930 920 910 880 880 870 8 6 0 860 850 960 970 9 6 0 960 960 950 960 960 950 950 950 950 950 950 950 950 950 940 930 930 940 940 940 940 940 940 940 920 920 920 930 930 930 930 910 920 920 920 900 900 900 900 890 880 880 880 880 880 880 880 890 880 880 870 870 850 850 860 LEESTOWN INDUSTRIAL PS LOWER TOWN BRANCH PS SP CEWOOD PS MARSHALL PS BRACKTOWN PS WOLF RUN PS Town Branch elesRun WolfRun

5 0 5 0 5 0 1 5 5 5 0 0 0 2 0 0 0 0 0 2 0 5 0 0 0 2 1 0 0 0 0 4 Lexington-Fayette Urban County Government Sewer Capabi ity Study U \ 1 7 5 5 6 9 4 6 2 g s m x d s \ 4 O d F r a n k o r P k e 4 O F P R e v 1 m x d R e v s e d : 2 0 2 30 82 1 B y g o f Lex ngton Fayet e CO KY

D sc a me Th s documen has been prepa ed based on n o ma on p ov ded by o he s as c ed n he No es sec on S an ec has no ve ed he accu acy and o comp e eness o th s n o ma on and sha no be respons b e o any e ro s o om ss ons wh ch may be ncorpo a ed he e n as a esu S an ec assumes no respons b y or da a supp ed n e ec ron c o ma and he ec p en accep s fu espons b y o ve y ng he accuracy and comp e eness o he da a C ent Pro ec F gu e No T le Projec Loca ion a or g na documen s ze o 22x34 ( $ $ ¯ 1 n = 700 t 700 0 700 1,400Fee D D 4 D D D D 5 4 1 7 3 9 8 6 2 14 13 12 10 11 * Pa cels c ass ed as "Rura Res den ia " are ess han o equa o 10 acres n s ze & are zoned as res den a These parce s a e app ed WWF based on he acreage but DWF s assumed o be 2 peop e acre Properties Not Sewered With Th s Solution Legend Study Area Parcel Trunk Sewer Collector Sewer Force Main 1% Annual Chance Flood Hazard Waterways Parks Ex Pump Station [ Ú Rural Residential Parcels* [ Ú Ex Pump Station to be Eliminated D Purchase Development Right Parcel Rural Settlements Waterbod es Contour (10') 0.2 MGD 8 MGD 0.7 MGD 1 MGD 0.5 MGD 18 MGD D C E F G H B A

TownBranch

Old Frankfort Pike Rural Service Area

Line 3 - ±15,550

Line 4 - ±3,100

30" Dia. Trunk Sewer Line 5 - ±4,400

Line 6 - ±4,700

Line 7 - ±4,200

A. B C. D. E. F. G. H.

Line 8 - ±1,800

MGD

SEWER CAPABILITY STUDY

Study Areas

August 22, 2023

3.4.3.1 Projected Wastewater Flows

The projected peak dry weather flow from the Old Frankfort Pike RSA is 1.5 MGD The projection assumes full buildout of the developable areas and connection of existing rural settlements and rural residential areas to the public sewer. The projected peak wet weather flow from the Old Frankfort Pike RSA is 4.5 MGD These flows do not include contributions from the existing wastewater system within the current USA

3.4.3.2 Wastewater Infrastructure Alternatives

A single alternative (Alternative 4A) was considered was considered for the Old Frankfort Pike RSA.

The proposed wastewater infrastructure in Alternative 4A should be considered long-term assets by LFUCG The subsequent addition of any of the other 13 RSA study areas does not require upsizing or abandonment of the wastewater infrastructure in the Old Frankfort RSA.

Alternative 4A

This alternative includes the following:

• A new 25 MGD PS (Class A) and a 4.0 MG WWS facility located adjacent to Town Branch Creek on the northwestern boundary of the Old Frankfort RSA and the elimination of six (6) existing LFUCG pump stations (Wolf Run, Bracktown, Lower Town Branch, Marshall, Spicewood, and Leestown Industrial)

• Approximately 14,200 LF of new 30-inch diameter force main extending from the proposed 25 MGD PS and connects to the Wolf Run PS force main (which remains in service)

• Approximately 15,550 LF of 48-inch gravity sewer extending along Town Branch Creek from the existing Wolf Run PS to the northwest boundary of the RSA (downstream of the existing Bracktown PS)

• Approximately 3,100 LF of 30-inch gravity sewer extending from the existing Lower Town Branch PS to the proposed 48-inch gravity trunk along Town Branch Creek

• Approximately, 4,400 LF of 12-inch gravity sewer extending from Barbarika Drive to the proposed 48-inch gravity trunk sewer along Town Branch Creek

• Approximately, 4,700 LF of 12-inch gravity sewer extending from 2850 Old Frankfort Pike to the proposed 48-inch gravity trunk sewer along Town Branch Creek

• Approximately, 4,200 LF of 12-inch gravity sewer extending from 2501 Our Native Lane to the proposed 48-inch gravity trunk sewer along Town Branch Creek

• Approximately, 1,800 LF of 8-inch gravity sewer extending from the Leestown Industrial PS to the proposed 48-inch gravity trunk sewer along Town Branch Creek

Wastewater contributions from the Old Frankfort Pike RSA are conveyed to the Town Branch WWTP under this alternative

SEWER CAPABILITY STUDY

Study Areas

August 22, 2023

3.4.3.3 Costs

The OPCC for Alternative 4A is presented in Table 18 Detailed cost derivations for each alternative are presented in Appendix B

Table 18: Wastewater Infrastructure OPCC – Old Frankfort Pike RSA

3.4.3.4 Considerations

1. Elimination of the six (6) existing pump stations in Alternative 4A provides immediate base flow for proposed wastewater infrastructure within the Old Frankfort Pike RSA. The availability/viability of minimum flows in proposed public wastewater infrastructure minimizes the risk of operation and maintenance issues.

2. Annual operating costs associated with the proposed Class A pump stations in Alternative 4A are offset by the elimination of the existing pump stations

3. The approximately 102 acres in the southeastern corner of the Old Frankfort Pike RSA naturally drains to the existing USA Public sewer service for this area may be able to be provided via a gravity sewer extension of the existing 8-inch sewer from WR1_676 (1050 Enterprise Drive) The existing 8-inch sewers on Enterprise Drive are not presently in LFUCG’s hydraulic model, so firm capacity is unknown.

4. Wastewater infrastructure alternatives for the Old Frankfort Pike RSA do not require modification or abandonment from expansion of the USA to include any of the other study areas considered in this report

5. Wastewater infrastructure alternatives for the Old Frankfort Pike RSA provide an opportunity to eliminate six (6) existing pump stations Undertaking these improvements may be considered to streamline operations and reduce LFUCG’s annual operating costs regardless of whether the USA boundary is expanded to include the Old Frankfort Pike RSA.

6. LFUCG participation in the construction of the proposed alternatives is very high as 87% of the total peak wet weather flow at the downstream end of the Old Frankfort Pike RSA comes from the existing LFUCG wastewater system within the current USA.

Description Alternative 4A Trunk Sewers 27,276,260 Force Main 9,428,133 PS 17,888,642 WWS 6,856,439 Miscellaneous Structures 0 New WWTPs 0 Demolishing/Abandonment of Existing Facilities 420,000 Total1 = $ 80,430,000

Total includes 30% contingency.

Study Areas

August 22, 2023

3.5 IRON WORKS PIKE RSA (5)

3.5.1 General

The Iron Works Pike RSA is located along the northern boundary of the existing USA boundary east of I-75 and directly north of I64 The area naturally drains to Cane Run, away from the USA, towards the City of Georgetown The RSA is located within the wellhead protection area of the Royal Springs Aquifer.

The Iron Works Pike RSA encompasses a gross area of about 6,909 acres. The area includes the Kentucky Horse Park, the University of Kentucky Spindletop Hall and about one-half (by length) of the Legacy Trail. Approximately 1,132 acres (16% of the total land area with the RSA) are participating in PDR agreements with LFUCG.

Construction of wastewater infrastructure within the Iron Works Pike RSA provides an opportunity to eliminate the six (6) LFUCG’s existing pump stations summarized in Table 19., as well as a future, planned PS to serve the industrial development at the former UK Dairy Farm along I-75. The Blue Grass Stockyards PS (at 4561 Iron Works Pike) also pumps to the Horse Park PS force main and should be considered during further evaluation of the alternative(s) for this RSA.

Table 19: PS Elimination Opportunities – Iron Works Pike RSA

None of the other 13 RSA study areas naturally drain to the Iron Works Pike RSA. Similarly, the Iron Works Pike RSA does not naturally drain to any of the other 13 RSA study areas.

Design/sizing of the remaining/planned RMP capital improvement projects are not impacted by incorporation of the Iron Works Pike RSA into the USA.

SEWER CAPABILITY STUDY

Table No. PS Name Firm Capacity (MGD) Class 1. Lower Cane Run 24.5 A 2. Lower Cane Run #2 1.8 B 3. Griffin Gate 0.3 C 4. Expansion Area #3 10.8 A 5. Horse Park 1.0 C 6. Spindletop 0.1 C

Study Areas

August 22, 2023

3.5.2 Land Use and Parcel Data

3.5.2.1 General Land Use

A summary of the land use classifications within the RSA is presented in Figure 10. Information in the pie chart is based on the land use categories in the 2017 RLMP and LFUCG GIS data. Three supplemental land classifications (floodplains, environmentally sensitive areas, and scenic view areas) are included in the 2017 RLMP and LFUCG GIS data. These classifications frequently overlap one or more of the classifications in the pie chart (i.e., the percentages don’t add up to 100%). The supplemental land uses are illustrated in the bar chart in the figure

Figure 10: Area Metrics, Land Use Categories & Supplemental Classifications

3.5.2.2 Land Type for Wastewater Flow Projections

A summary of land types used for projecting wastewater flow contributions from the RSA is presented in Table 20. Land types within the RSA are illustrated on the wastewater infrastructure maps presented in the following sub-section.

SEWER CAPABILITY STUDY

Study Areas

August 22, 2023

3.5.2.3 Land Parcel Size Distribution

A summary of the land parcel sizes within the RSA is presented in Table 21. For parcels that extend outside the limits of the study area, the parcel size reported in the table is based on the amount of the parcel that is physically located within the study area Parcel boundaries are illustrated on the wastewater infrastructure maps presented in the following sub-section.

3.5.3 Wastewater Infrastructure Needs

Projected wastewater flows and infrastructure needs for the RSA are presented in Exhibit No. 5.

Land Use Area (acres) % of Total Area Developable Areas 2,093 30.2 Spindletop / UK Property 1,998 28.9 Floodplains 650 9.4 Parks 916 13.3 PDR 1,132 16.4 Rural Residential 120 1.8 Rural Settlement 0 0 Special Natural Protection Areas 0 0 Total = 6,909 100

Table 20: Land Type Summary – Iron Works Pike RSA

Land Parcel Size No. of Parcels % of Total Parcels Area (acres) % of Total Area 0 – 5 acres 111 60.3 142 2.1 5.1 acres – 10.0 acres 8 4.3 71 1.0 10.1 acres – 40 acres 22 12.0 428 6.2 40.1 acres – 100 acres 25 13.6 1,495 21.6 100.1 acres – 200 acres 13 7.1 1,683 24.4 > 200 acres 5 2.7 2,927 42.4 Roads/Railroads 0 0.0 162 2.3 Total = 184 100.0 6,909 100.0

Table 21: Land Parcel Size Distribution – Iron Works Pike RSA

Alternate 5A - Send Flow to Georgetown

Alternate 5B - New WWS, PS, & FM to Ex. LCR FM

All Alternates - Proposed Trunk Sewer

Flow Contribution to TB WWTP From Area 5 Alone = 27

MGD WWF & 9.7 MGD DWF

KEY NOTES

18 MGD DWF & 55 MGD WWF to Georgetown (Area 5 Flows + Existing Flows) or 9.7 MGD DWF & 27 MGD WWF (Area 5 Flows Only)

Proposed 26 MG WWS & 20 MGD PS (Sized to utilize the existing Lower Cane Run Force Main & not increase peak WWF to TB WWTP)

Line 2 - ±26,750 LF 30" Dia. FM to Ex. LCR FM

Line 3 - ±12,000 LF 54" & 11,800 LF 48" Dia. Trunk Sewer

Line 4 - ±9,700 LF 15" Dia. Trunk Sewer

Line 5 -±2,900 LF of 42" & 11,000 LF 36" Dia. Trunk Sewer

Line 6 - ±5,200 LF 18" Dia. Trunk Sewer

Install flow actuated gate structure to fill existing wet weather storage tank

Pump Stations already planned for elimination

Iron Works Pike Rural Service Area

U [ Ú 970 950 930 920 900 920 880 930 870 950 910 920 900 960 940 930 880 910 980 960 910 8 7 0 970 960 9960 50 920910 930 920 890 880 990 980 1000 970 980 970 970960 9920 10 900 880 870 940 930 980960 9 5 0 9 4 0 70 8 8 0 870 960 940 910 900 890 860 8 9 0 950 9 3 0 920 900 860 950 940 910 900 890 86 930 930 920 970 970 9 6 0 900 850 870 86 990 980 980 970 970 960 960 97 0 960 960 950 950 940 940 940 930 930 930 940 920 920 920 920 920 920 920 900 920 890 900 8 9 0 8 9 0 890 890 900 860 850 1 0 0 0 990 980 9 7 0 980 980 980 970 960 970 960 960 970 970 960 970 970 960 950 960 950 960 950 960 960 960 960 960 950 940 950 950 940 940 950 950 950 950 950 950 950 950 950 930 930 930 930 930 940 940 940 930 940 940 940 940 940 94 0 920 930 930 930 920 920 920 920 910 910 910 910 910 910 0 920 920 910 910 910 910 920 900 9 0 0 910 910 910 910 910 910 910 900 900 900 890 900 890 900 900 9 0 0 890 890 8 9 0 880 880 870 870 870 880 850 8 5 0 840 910 DOTSON PROPERTY PS LOWER CANE RUN PS SPINDLE TOP PS SPURR RD PS LOWER CANE RUN #2 PS GRIFFIN GATE PS EA3 PS HORSE PARK PS Cane Run N o r t h E l k h o r n C r e e k r th rn 0 1 5 8 0 5 0 1 5 5 0 0 5 9 0 0 0 1 5 0 0 0 2 0 0 0 2 2 0 0 2 3 0 0 0 0 5 Lexington-Fayette Urban County Government Sewer Capabi ity Study U \ 1 7 5 5 6 9 4 6 2 g s m x d s \ 5 I o n W o r k s P k e 5 I r o n W o k s P k e R e v 1 m x d R e v s e d 2 0 2 30 82 1 B y g o Lex ngton Fayet e CO KY

Legend Study Area Parcel Trunk Sewer Collector Sewer Force Main 1% Annual Chance Flood Hazard Waterways Parks Ex Pump Station [ Ú Rural Residential Parcels* [ Ú Ex Pump Station to be Eliminated D Purchase Development Right Parcel Rural Settlements Waterbod es Contour (10') Force Main from BG Stockyards PS 1.8 MGD 24.5 MGD 10.8 MGD 0.3 MGD A B C G D E H F I 0.1 MGD 1 MGD

Property

A. B. C. D. E. F. G. H. I.

Study Areas

August 22, 2023

3.5.3.1 Projected Wastewater Flows

The projected peak dry weather flow from the Iron Works Pike RSA is 9.7 MGD The projection assumes full build-out of the developable areas and connection of existing rural settlements and rural residential areas to the public sewer. The projected peak wet weather flow from the Iron Works Pike RSA is 27.0 MGD These flows do not include contributions from the existing wastewater system in the current USA.

3.5.3.2 Wastewater Infrastructure Alternatives

Two alternatives (5A and 5B) were considered for the Iron Works Pike RSA Both alternatives have the following common elements:

• Approximately 12,000 LF of 54-inch gravity sewer and 11,800 LF of 48-inch gravity sewer extending from the existing Lower Cane Run PS along Cane Run Creek to the northwest boundary of the RSA (within the Kentucky Horse Park)

• Approximately 9,700 LF of 15-inch gravity sewer along an unnamed tributary to Cane Run north of Iron Works Pike that discharges to the proposed 48-inch/54-inch gravity trunk (at a location near the intersection of Iron Works Parkway and Iron Works Pike)

• Approximately 2,900 LF of 42-inch gravity sewer and 11,000 LF of 36-inch gravity sewer extending from the Expansion Area #3 PS to the proposed 48-inch/54-inch gravity trunk sewer near Spindletop Hall

• Approximately, 5,200 LF of 18-inch gravity sewer extending from Lower Cane Run #2 PS to the proposed 48-inch/54-inch gravity trunk sewer

• Installation of a flow actuated gate structure at the existing WWS facility at the Lower Cane Run PS

• Elimination of the six (6) existing LFUCG pump stations identified in Table 19

Wastewater contributions from the Iron Works Pike RSA under Alternative 5A are conveyed to the Town Branch WWTP Alternative 5B assumes wastewater contributions are sent to one of Georgetown’s existing WWTP facilities.

The proposed wastewater infrastructure in Alternatives 5A and 5B should be considered long-term assets by LFUCG. The subsequent addition of any of the other 13 RSA study areas does not require upsizing or abandonment of the wastewater infrastructure in the Iron Works Pike RSA.

Alternative 5A

Alternative 5A includes a new 20 MGD PS (Class A) and a 26.0 MG WWS facility located in the northwestern boundary of the Iron Works Pike RSA (within the Kentucky Horse Park property) Approximately 26,750 LF of new 30-inch diameter force main extends from the proposed 20 MGD PS and connects to the existing force main for the Lower Cane Run PS. The existing 11.3 MG WWS facility, located at the Lower Cane Run PS, is assumed to remain in service.

SEWER CAPABILITY STUDY

Study Areas

August 22, 2023

Wastewater pumping/storage facilities for Alternative 5A were designed for a wet weather peak flow of 20 MGD, which includes the additional flow contributions from elimination of the six (6) existing LFUCG pump stations identified in Table 19.

Alternative 5B

Alternative 5B assumes that wastewater flows from the Iron Works Pike RSA, as well as wastewater flows from the areas within the existing USA serviced by the six (6) eliminated PS, are conveyed to the City of Georgetown

The wastewater infrastructure necessary to convey flows to the City of Georgetown’s WWTP, upgrades to the City of Georgetown sewer system or additional WWS facilities within the Iron Works Pike RSA are not included in the OPCC provided in the following section.

The total contribution to the City of Georgetown under Alternative 5B would be 18 MGD of dry weather flow and 55 MGD of wet weather peak flow, which includes the additional flow contributions from elimination of the six (6) existing LFUCG pump stations identified in Table 19 The existing Georgetown WWTPs are rated for 4.5 MGD and 2.2 MGD. Alternative 5B would effectively more than double the existing plant capacity at either of Georgetown’s existing WWTPs.

Alternative 5B would redirect wastewater contributions from the Cane Run Sewershed, located within the current USA, to the City of Georgetown and reclaim hydraulic capacity at the Town Branch WWTP. The Cane Run Sewershed contributes a peak dry weather peak flow of 13.6 MGD and a wet weather peak flow of 20.6 MGD to the Town Branch WWTP (under Future Conditions).

3.5.3.3 Costs

OPCCs for Alternatives 5A and 5B are presented in Table 22 Detailed cost derivations for each alternative are presented in Appendix B

Table 22: Wastewater Infrastructure OPCC – Iron Works Pike RSA

1 Total includes 30% contingency.

2 Does not include the cost of infrastructure needed to convey wastewater from the RSA to the City of Georgetown WWTP (or annual treatment fees incurred by LFUCG).

Description Alternative 5A Alternative 5B Trunk Sewers 50,698,468 50,698,468 Force Main 17,760,814 0 PS 14,312,154 0 WWS 28,123,144 0 Miscellaneous Structures 200,000 0 New WWTP 0 0 Demolishing/Abandonment of Existing Facilities 490,000 490,000 Total1 = $ 145,060,000 $ 66,545,0002

Study Areas

August 22, 2023

3.5.3.4 Considerations

1. Elimination of the six (6) existing pump stations in Alternatives 5A and 5B provides immediate base flow for proposed wastewater infrastructure within the Iron Works Pike RSA The availability/viability of minimum flows in proposed public wastewater infrastructure minimizes the risk of operation and maintenance issues.

2. Annual operating costs associated with the proposed Class A PS in Alternative 5A are offset by the elimination of the existing pump stations

3. Wastewater infrastructure alternatives for the Iron Works Pike RSA do not require modification or abandonment from expansion of the USA to include any of the other study areas considered in this report

4. Wastewater infrastructure alternatives for the Iron Works Pike RSA provide an opportunity to eliminate six (6) existing pump stations. Consideration of these improvements may be warranted to streamline operations and reduce LFUCG’s annual operating costs regardless of if the USA boundary is expanded to include the Iron Work Pike RSA

5. The expanded PS as part of Alternative 5A will increase the head pressure on the force main for the existing PS serving Blue Grass Stockyards (Stockyards PS) Consideration to the capacity of the Stockyards PS or other means of servicing the Stockyard will need to be considered as part of the solution for this RSA.

6. LFUCG participation in the construction of the proposed alternatives is moderate as about half (51%) of the total peak wet weather flow at the downstream end of the Iron Works Pike RSA comes from the existing LFUCG wastewater system infrastructure.

7. As requested by some stakeholders, sending some combination of new development and/or existing system flow to Georgetown was considered as an alternative. Preliminary analysis finds these alternatives as unjustifiable when considering Georgetown’s current treatment capacity limitations.

SEWER CAPABILITY STUDY

Study Areas

August 22, 2023

3.6 ROYSTER ROAD TRIBUTARY RSA (6)

3.6.1 General

The Royster Road Tributary RSA is in northeastern Fayette County between Winchester Road and I-64 The area naturally drains to North Elkhorn Creek, away from the USA, towards the City of Georgetown.

The Royster Road RSA encompasses a gross area of about 2,354 acres. None of the parcels in the RSA are participating in PDR agreements with LFUCG

Construction of wastewater infrastructure within the Royster Road RSA provides an opportunity to eliminate the three (3) existing, LFUCG-owned pump stations summarized in Table 23

Table 23: PS Elimination Opportunities – Royster Road Tributary RSA

Lexington’s Consent Decree approved capital construction plan (RMP) requires upgrading the currently undersized Greenbriar #2 PS and adding wet weather storage near North Elkhorn PS. Alternatives presented below provides an opportunity to address the RMP while at the same time providing sanitary sewer service to the Royster Road Tributary RSA.

The Royster Road Tributary RSA is nested within the Avon/I-64 RSA (7) study area and naturally drains to the downstream terminus of the Avon/I-64 RSA (7) Wastewater pumping/treatment facilities proposed at the northern (downstream) boundary in the Royster Road Tributary RSA are no longer needed in the event that public wastewater infrastructure improvements in the Avon/I-64 RSA are completed

None of the other 13 RSA study areas naturally drain to the Royster Road RSA

SEWER CAPABILITY STUDY

No. PS Name Firm Capacity (MGD) Class 1. North Elkhorn 15.8 A 2. North Elkhorn #2 6.5 A 3. Greenbrier #2 0.3 C

SEWER CAPABILITY STUDY

Study Areas

August 22, 2023

3.6.2 Land Use and Parcel Data

3.6.2.1 General Land Use

A summary of the land use classifications within the RSA is presented in Figure 11. Information in the pie chart is based on the land use categories in the 2017 RLMP and LFUCG GIS data. Three supplemental land classifications (floodplains, environmentally sensitive areas, and scenic view areas) are included in the 2017 RLMP and LFUCG GIS data. These classifications frequently overlap one or more of the classifications in the pie chart (i.e., the percentages don’t add up to 100%). The supplemental land uses are illustrated in the bar chart in the figure

Figure 11: Area Metrics, Land Use Categories & Supplemental Classifications

3.6.2.2 Land Type for Wastewater Flow Projections

A summary of land types used for projecting wastewater flow contributions from the RSA is presented in Table 24. Land types within the RSA are illustrated on the wastewater infrastructure maps presented in the following sub-section.

SEWER CAPABILITY STUDY

Study Areas

August 22, 2023

3.6.2.3 Land Parcel Size Distribution

A summary of the land parcel sizes within the RSA is presented in Table 25. For parcels that extend outside the limits of the study area, the parcel size reported in the table is based on the amount of the parcel that is physically located within the study area Parcel boundaries are illustrated on the wastewater infrastructure maps presented in the following sub-section.

3.6.3 Wastewater Infrastructure Needs

Projected wastewater flows and infrastructure needs for the RSA are presented in Exhibit No. 6.

Land Use Area (acres) % of Total Area Developable Areas 1,921 81.6 Floodplains 208 8.8 Parks 0 0 PDR 0 0 Rural Residential 143 6.1 Rural Settlement 82 3.5 Special Natural Protection Areas 0 0 Total = 2,354 100

Table 24: Land Type Summary – Royster Road Tributary RSA

Land Parcel Size No. of Parcels % of Total Parcels Area (acres) % of Total Area 0 – 5 acres 114 81.5 183 7.8 5.1 acres – 10.0 acres 9 6.4 66 2.8 10.1 acres – 40 acres 9 6.4 163 6.9 40.1 acres – 100 acres 2 1.4 170 7.2 100.1 acres – 200 acres 4 2.9 621 26.4 > 200 acres 2 1.4 1,080 45.9 Roads/Railroads 0 0.0 70 3.0 Total = 140 100.0 2,354 100.0

Table 25: Land Parcel Size Distribution – Royster Road Tributary RSA

Alternate 6A - Two Proposed PS's, New FM to Ex. NE FM, & Increase NE WWS to 12 MG

Alternate 6B - New WWTP, PS, & WWS

Alternate 6C - New PS Downstream of Area 7

Sized to Eliminate NE PS

All Alternates - Proposed Trunk Sewer

Flow Contribution to TB WWTP From Area 6 Alone =

12.4 MGD WWF & 4.4 MGD DWF

KEY NOTES

Proposed 9 MGD PS

Proposed 11 MGD PS

Line 1 - ±5,550 LF 30" Dia. FM to Ex. NE FM

Line 2 - ±3,650 LF 24" Dia. FM to Manifold into Prop. FM at PS for Key Note B

Increase proposed NE WWS from 6 MG to 12 MG and relocate adjacent to proposed RSA PS near I-64

Proposed 9 MGD WWTP (27 MGD wet weather hydraulic capacity) w/ 7 MG of WWS

Line 3 - ±6,100 LF 48" Dia. Trunk Sewer

Line 4 - ±2,000 LF 36" Dia. & 9,700 LF 30" Dia. Trunk Sewer

Line 5 - ±3,850 LF 42" Dia. Trunk Sewer

Line 6 - ±2,900 LF 8" Dia. Trunk Sewer

Line 7 - ±5,050 LF 8" Dia. Trunk Sewer

Line 8 - ±6,750 LF 24" Dia.; 3,300 LF 18" Dia. & 5,050 LF 12" Dia. Trunk Sewer (Sized to Include Area 7 Flows as well)

Proposed 8 MG WWS & 24 MGD PS

Line 9 - ±1,700 LF 54" Dia. & 2,950 LF 48" Dia. Trunk Sewer

Line 10 - ±4,850 LF 36" Dia. Trunk Sewer

Line 11 - ±10,000 LF 30" Dia. FM to Ex. NE FM

Proposed 9 MGD PS & ±3,650 LF 24" Dia. FM to Proposed WWTP

Royster Road Tributary Rural Service Area

[ Ú [ Ú [ Ú # V [ U U S I R B A R T O N W A Y TODDS RD MAN O WAR BLVD N75RAMP N75RAMP E N E W C I R C L E R D MANOWARBLVD LIBERTY RD N75RAMP S75RAMP LIBERTYRD WINCHESTER RD SIRBARTONWAY BRYAN STATION RD S 75 RAMP WINCHESTERRD N75RAMP N 75 RAMP N 75 S 75 N 75 RAMP EW64RAMP 64RAMP S 75 RAMP W64 E64 1 0 30 990 960 950 1020 1000 10501040 104010301020 1 0 5 0 1010 1040 1020 10201010 970 950 1030 1020 1 0 0 0 9 9 0 1010 990 1000 980 1050 1040 1020 1010 1010 1000 1040 1030 980 970 1020 1010 980 940 1010 1 030 1000 990 1040 1040 1 0 6 0 1 0 6 0 1040 1 040 1 0 3 0 1020 1010 1020 990 990 990 980 970 960 950 930 920 1050 1030 1040 1040 1050 1040 1050 1040 1050 1020 1 0 2 0 1000 1010 1000 1000 990 1010 990 1000 9 8 0 990 990 1000 990 980 970 980 990 980 970 970 970 9 6 0 960 9 4 0 0 930 920 0 0 9 1 0 910 1 0 6 0 1040 1040 1040 1050 1040 1050 1050 1030 1030 1 040 1040 1030 1 0 4 0 1040 1040 1040 1020 1030 1 0 3 0 1 0 3 0 1030 1030 1030 1 030 1030 1030 1010 1020 1 020 1020 1020 1020 1020 1 0 2 0 1010 1000 1 0 0 0 1000 1000 1010 1010 1010 1010 1000 9 9 0 990 1000 990 1000 1000 1000 1000 980 980 990 990 9 9 0 990 990 980 980 970 970 970 9 8 0 980 980 9 8 0 980 980 9 8 0 980 980 970 960 960 960 960 960 960 970 950 960 950 960 950 950 960 940 940 940 930 930 930 940 920 920 910 900 1050 HAMBURG PLACE PS GREENBR AR #2 PS NORTH ELKHORN PS THOMPSON PROPERTY PS W LDERNESS TRACE PS WALNUT GROVE PS DEEP SPRINGS PS DIXIE PS NORTH ELKHORN #2 PS DavidFork

0 8 0 1 0 6 0 0 0 1 0 1 6 1 0 0 0 1 6 5 0 0 8 0 1 9 0 0 0 0 0 0 0 2 5 0 0 2 0 0 0 6 Lexington-Fayette Urban County Government Sewer Capabi ity Study U \ 1 7 5 5 6 9 4 6 2 g s m x d s \ 6 R o y s e r R o a d \ 6 R o y s e r R o a d 1 0 7 m x d R e v s e d 2 0 2 30 82 1 B y g o Lex ngton Fayet e CO KY

NorthElkhornCreek

D sc a me Th s documen has been prepa ed based on n o ma on p ov ded by o he s as c ed n he No es sec on S an ec has no ve ed he accu acy and o comp e eness o th s n o ma on and sha no be respons b e o any e ro s o om ss ons wh ch may be ncorpo a ed he e n as a esu S an ec assumes no respons b y or da a supp ed n e ec ron c o ma and he ec p en accep s fu espons b y o ve y ng he accuracy and comp e eness o he da a C ent Pro ec F gu e No T le Projec Loca ion a o g na documen s ze o 22x34 ( $ $¯ 1 n = 1,250 t 1,250 0 1 250 2,500Fee Eliminate NE PS in A ternat ves 6B & 6C Only D D D 6 7 5 4 1 7 3 9 8 6 2 14 13 12 10 11 * Pa cels c ass ed as "Rura Res den ia " are ess han o equa o 10 acres n s ze & are zoned as res den a These parce s a e app ed WWF based on he acreage but DWF s assumed o be 2 peop e acre 8 Legend Study Area Parcel Trunk Sewer Collector Sewer Force Main 1% Annual Chance Flood Hazard Waterways Parks Ex Pump Station [ Ú Rural Residential Parcels* [ Ú Ex Pump Station to be Eliminated D Purchase Development Right Parcel Rural Settlements Waterbod es Contour (10') H L K J G I F M O N P E 0.3 MGD 6.5 MGD 16 MGD C D B A Q

A. B. C. D. E. F. G. H. I. J. K. L. M. N. O. P. Q.

SEWER CAPABILITY STUDY

Study Areas

August 22, 2023

3.6.3.1 Projected Wastewater Flows

The projected peak dry weather flow from the Royster Road Tributary RSA is 4.4 MGD The projection assumes full build-out of the developable areas and connection of existing rural settlements and rural residential areas to the public sewer. The projected peak wet weather flow from the Royster Road Tributary RSA is 12.4 MGD These flows do not include contributions from LFUCG’s existing wastewater system within the current USA.

3.6.3.2 Wastewater Infrastructure Alternatives

Three alternatives (6A, 6B and 6C) were considered for the Royster Road Tributary RSA All three alternatives have the following common elements:

• Approximately 6,100 LF of 48-inch gravity sewer extending from the existing North Elkhorn #2 PS (along North Elkhorn Creek) to the northern boundary of the RSA at I-64

• Approximately 2,000 LF of 36-inch gravity sewer and 9,700 LF of 30-inch gravity sewer extending from the Greenbrier #2 PS along David Fork to the northern boundary of the RSA at I-64

• Approximately 3,850 LF of 42-inch gravity sewer extending from the North Elkhorn PS to the proposed 48-inch gravity trunk sewer along North Elkhorn Creek.

• Two 8-inch sewers, approximately, 2,900 LF and 5,050 LF in length, necessary to service the areas east of North Elkhorn Creek that don’t naturally drain to David Fork

• Approximately 6,750 LF of 24-inch gravity sewer, 3,300 LF of 18-inch gravity sewer, and 5,050 LF of 12-inch gravity sewer extending along an unnamed tributary on the north side of Royster Road

• Elimination of the existing North Elkhorn #2 PS and Greenbrier #2 PS

The proposed wastewater infrastructure common to all alternatives should be considered long-term assets by LFUCG. The subsequent addition of any of the other 13 RSA study areas does not require upsizing or abandonment of the wastewater infrastructure common to all the Royster Road Tributary RSA alternatives However, a temporary PS near I-64 could be eliminated with future development to the north within the Avon/I-64 RSA (7).

Wastewater infrastructure identified in Alternatives 6A, 6B and 6C considered wastewater facilities that would be needed in the Avon/I-64 RSA to inform LFUCG capital investment decisions and identify infrastructure subject to abandonment.

Alternative 6A

Alternative 6A includes two new pump stations along the northern boundary of the RSA: a 11.0 MGD PS (Class A), located at North Elkhorn Creek upstream of I-64, and a 9.0 MGD PS (Class A), located on David Fork upstream of I-64. Discharge from the 9.0 MGD PS is conveyed via 3,650 LF of 24-inch force main to the point where is manifolds into the 30-inch force main from the 11.0 MGD PS Manifolding the two proposed pump stations for this RSA is preferred to triple-pumping the wastewater flows

SEWER CAPABILITY STUDY

Study Areas

August 22, 2023

From this point, discharge from both pump stations is conveyed to the existing North Elkhorn PS via the 30-inch force main The total length of 30-inch force main is 5,550 LF.

Under Alternative 6A, the existing North Elkhorn PS and force main remain in service and convey wastewater contributions from the RSA to the Town Branch WWTP The planned RMP WWS facility at the North Elkhorn PS is increased from 6.0 MG to 12.0 MG. This WWS facility would be sited near the proposed PS site for this Alternative.

Both the 11.0 MGD PS and 9.0 MGD PS and associated force mains are no longer necessary after wastewater improvements in the Avon/I-64 RSA are completed The likelihood/schedule for inclusion of the Avon/I-64 RSA to the USA should be considered when evaluating the return on investment of the proposed PS and force main infrastructure in Alternative 6A.

Elimination of the North Elkhorn #2 PS and Greenbrier #2 PS partially offsets the anticipated annual operating cost of the two pump stations in Alternative 6A.

Wastewater pumping/storage facilities for Alternative 6A were designed for a wet weather peak flow of 20.0 MGD, which includes the additional flow contributions from elimination of the two existing LFUCG pump stations (North Elkhorn #2 and Greenbrier #2)

Alternative 6B

Alternative 6B includes a new 9.0 MGD WWTP located along North Elkhorn Creek near I-64 A 7.0 MG WWS facility at the WWTP is needed to accommodate wet weather peak flow projections A 9.0 MGD PS (Class A), located on David Fork upstream of I-64, and approximately 3,650 LF of 24-inch force main convey wastewater flows from the eastern portion of the RSA to the proposed WWTP The existing North Elkhorn PS and force main are eliminated Design/construction of the 6 MG WWS facility planned in the RMP at the North Elkhorn PS would be avoided and partially offsets the cost of the 7.0 MG facility at the proposed WWTP.

Currently, the North Elkhorn Sewershed drains to the North Elkhorn PS and is conveyed to the Town Branch WWTP Under Alternative 6B, the wastewater contribution from the North Elkhorn Sewershed would be directed to the new WWTP and reclaim average dry weather and peak wet weather capacity at the Town Branch WWTP.

Elimination of the North Elkhorn, North Elkhorn #2 PS and Greenbrier #2 PS partially offset the anticipated annual cost of operating the new WWTP.

The proposed WWTP in Alternative 6B is located upstream of the lower terminus of the Avon/I-64 RSA The likelihood/schedule for inclusion of the Avon/I-64 RSA to the USA should be considered when evaluating the return on investment of the proposed WWTP and WWS infrastructure in Alternative 6B.

Alternative 6C

Alternative 6C includes a single 24.0 MGD PS (Class A) and 8.0 MG WWS facility located at the confluence of North Elkhorn Creek and David Fork near Bryan Station Road Approximately 1,700 LF of 54-inch gravity sewer and 2,950 LF of 48-inch of gravity sewer along North Elkhorn Creek convey

SEWER CAPABILITY STUDY

Study Areas

August 22, 2023

wastewater flows from the western portion of the RSA to the new PS Approximately 4,850 LF of 36-inch gravity sewer along David Fork conveys wastewater contributions from the eastern portion of the RSA to the new PS. Approximately 10,000 LF of 30-inch force main extends from the 24.0 MGD PS to the existing 30-inch force main for the North Elkhorn PS The existing North Elkhorn PS is eliminated and only the existing force main remains in service

Alternative 6C assumes that wastewater flows from the Royster Road Tributary RSA, as well as wastewater flows from the areas within the existing USA serviced by the three eliminated pump stations (North Elkhorn, North Elkhorn #2, and Greenbrier #2), are conveyed to the Town Branch WWTP

The annual operating cost of the proposed 24.0 MGD PS is offset by the operating cost savings from elimination of the three existing LFUCG pump stations.

Design/construction of the 6.0 MG WWS facility planned in the RMP at the North Elkhorn PS would be avoided and partially offsets the cost of the proposed 8.0 MG facility at Bryan Station Road.

Under Alternative 6C, the proposed wastewater pumping/storage facilities are physically located outside the Royster Road Tributary RSA. The proposed facilities are located within the Avon\I-64 RSA and coincide with the location of the pumping/storage facilities identified in Alternative 7B.

Wastewater pumping/storage facilities for Alternative 6C were designed for a wet weather peak flow of 24.0 MGD, which includes the additional flow contributions from elimination of the three existing LFUCG pump stations but does not include contributions from development of the Avon/I-64 RSA

3.6.3.3 Costs

OPCCs for Alternatives 6A, 6B and 6C are presented in Table 26 Detailed cost derivations for each alternative are presented in Appendix B

1 Total includes 30% contingency.

Description Alternative 6A Alternative 6B Alternative 6C Trunk Sewers 30,955,175 30,955,175 41,099,548 Force Main 5,447,296 1,762,287 6,639,530 PS 14,318,357 6,443,881 17,173,344 WWS 12,660,596 8,774,624 9,482,919 Miscellaneous Structures 0 0 0 New WWTP 0 180,000,000 0 Demolishing/Abandonment of Existing Facilities 180,000 330,000 330,000 Total1 = $ 82,630,000 $ 296,750,000 $ 97,140,000

Table 26: Wastewater Infrastructure OPCC – Royster Road Tributary RSA

SEWER CAPABILITY STUDY

Study Areas

August 22, 2023

3.6.3.4 Considerations

1. Elimination of the three existing pump stations in Alternative 6B and 6C (or two existing pump stations in Alternative 6A) provides immediate base flow for proposed wastewater infrastructure within the Royster Road Tributary RSA The availability/viability of minimum flows in proposed public wastewater infrastructure minimizes the risk of operation and maintenance issues.

2. Elimination of the North Elkhorn #2 PS in each of the alternatives provide immediate baseflow for the proposed 48-inch trunk sewer along North Elkhorn Creek. The remaining proposed gravity trunk sewers will be reliant upon development within the RSA To provide minimum baseflows Elimination of the Greenbrier #2 PS will aid in contributing to immediate baseflow, but the service area for the PS is small. More frequent maintenance in the other trunk sewers may be warranted until developable areas within the RSA are connected to the sewer system.

3. Annual operating costs associated with the proposed Class A PS in Alternative 6C is offset by the elimination of the existing pump stations. Annual operating costs with the proposed two proposed pump stations in Alternative 6A is only partially offset by the elimination of the North Elkhorn #2 PS and Greenbrier #2 PS.

4. Wastewater infrastructure alternatives for the Royster Road RSA will require modification or abandonment if the USA is expanded to include the Avon-I-64 RSA

a. Under Alternative 6A, the two proposed pump stations and associated force mains would necessitate abandonment

b. For Alternative 6B, the proposed WWTP is located upstream of the Avon/I-64 RSA While wastewater flows could be pumped to it, a more efficient solution would be those identified in Alternatives 7A and 7B.

c. For Alternative 6C, the proposed PS capacity would not be increased, but an increase in required WWS is necessary This would not require abandonment of the Alternative 6C storage facility The increased storage volume could be achieved by the addition of a second storage tank on the property.

5. LFUCG participation in the construction of the proposed alternative 6A is moderate as about 38% of the total peak wet weather flow at the downstream end of the Roster Road Tributary RSA originates from the existing LFUCG wastewater system within the current USA

6. LFUCG participation in the construction of the proposed alternatives 6B and 6C is high as about 78% of the total peak wet weather flow at the downstream end of the Royster Road Tributary RSA originates from the existing LFUCG wastewater system within the current USA

7. LFUCG’s cost participation for all alternatives is partially offset by the elimination of the Greenbrier #2 PS which is planned for replacement as part of LFUCG’s RMP. Similarly, cost participation is offset by the modification of the NE WWS which was also a planned project as part of the RMP.

8. Use of the existing North Elkhorn force main may be limited by accessibility. The existing force main is located within the federal interstate highway right of way. There is no certainty that the existing encroachment permit would be approved for modification if a new force main were to connect with the existing force main within that right of way.

Study Areas

August 22, 2023

3.7 AVON/I-64 RSA (7)

3.7.1 General

The Avon/I-64 RSA is in northeastern Fayette County between Winchester Road and Bryan Station Road and east of I-75. The area naturally drains to North Elkhorn Creek, away from the USA, towards the City of Georgetown

The Avon\I-64 RSA has a gross area of about 4,046 acres A total of 1,098 acres (about 27% of the RSA) are participating in PDR agreements with LFUCG.

For the purposes of evaluating wastewater infrastructure in the Avon\I-64 RSA, it is assumed that the Royster Road Tributary RSA is also (or was previously) added to the USA. The addition of the Avon\I-64 RSA, without the addition of the Royster Road RSA, was not considered due to the resulting inefficiencies in providing public sewer service to the area.

Construction of wastewater infrastructure within the Avon\I-64 RSA provides an opportunity to eliminate the three (3) existing, LFUCG-owned pump stations summarized in Table 27 The North Elkhorn PS is eliminated in two of the Royster Road Tributary RSA alternatives (Alternatives 6B and 6C) but remains in Alternative 6A. Alternative 7A in the Avon\I-64 RSA also provides an opportunity to eliminate the North Elkhorn PS. (The North Elkhorn #2 PS and Greenbrier #2 PS are eliminated with all alternatives considered in the Royster Road Tributary RSA.)

Table 27: PS Elimination Opportunities – Avon\I-64 RSA

A 6.0 MG WWS facility (with a 6 MGD PS to divert wet weather flows to the proposed storage tank) is planned in the RMP at the North Elkhorn PS. The proposed storage facility is no longer needed with the proposed alternatives for this RSA

SEWER CAPABILITY STUDY

No. PS Name Firm Capacity (MGD) Class 1. North Elkhorn 15.8 A 2. Deep Springs 1.3 C 3. Dixie 2.2 B

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Study Areas

August 22, 2023

The Royster Road Tributary RSA naturally drains to the Avon/I-64 RSA (7) study area. Wastewater pumping/treatment facilities proposed in Alternatives 6A and 6B at the northern (downstream) boundary in the Royster Road Tributary RSA are no longer needed after completion of either wastewater infrastructure alternatives in the Avon/I-64 RSA.

None of the other 12 RSA study areas naturally drain to the Avon\I-64 RSA.

3.7.2 Land Use and Parcel Data

3.7.2.1 General Land Use

A summary of the land use classifications within the RSA is presented in Figure 12. Information in the pie chart is based on the land use categories in the 2017 RLMP and LFUCG GIS data. Three supplemental land classifications (floodplains, environmentally sensitive areas, and scenic view areas) are included in the 2017 RLMP and LFUCG GIS data. These classifications frequently overlap one or more of the classifications in the pie chart (i.e., the percentages don’t add up to 100%). The supplemental land uses are illustrated in the bar chart in the figure

Figure 12: Area Metrics, Land Use Categories & Supplemental Classifications

Land use classifications in the figure are provided for informational purposes to aid understanding of the general characteristics of the RSA study area Land types used for developing wastewater flow projections are presented in the following sub-section

SEWER CAPABILITY STUDY

Study Areas

August 22, 2023

3.7.2.2 Land Type for Wastewater Flow Projections

A summary of land types used for projecting wastewater flow contributions from the RSA is presented in Table 28. Land types within the RSA are illustrated on the wastewater infrastructure maps presented in the following sub-section.

3.7.2.3 Land Parcel Size Distribution

A summary of the land parcel sizes within the RSA is presented in Table 29 For parcels that extend outside the limits of the study area, the parcel size reported in the table is based on the amount of the parcel that is physically located within the study area Parcel boundaries are illustrated on the wastewater infrastructure maps presented in the following sub-section

3.7.3 Wastewater Infrastructure Needs

Projected wastewater flows and infrastructure needs for the RSA are presented in Exhibit No. 7

Land Use Area (acres) % of Total Area Developable Areas 2,405 59.4 Floodplains 236 5.8 Parks 102 2.5 PDR 1,098 27.1 Rural Residential 205 5.2 Rural Settlement 0 0.0 Special Natural Protection Areas 0 0.0 Total = 4,046 100.0

Table 28: Land Type Summary – Avon/I-64 RSA

Land Parcel Size No. of Parcels % of Total Parcels Area (acres) % of Total Area 0 – 5 acres 215 65.5 105 2.6 5.1 acres – 10.0 acres 29 8.8 180 4.4 10.1 acres – 40 acres 54 16.5 708 17.5 40.1 acres – 100 acres 12 3.7 595 14.7 100.1 acres – 200 acres 13 4.0 1,406 34.8 > 200 acres 5 1.5 772 19.1 Roads/Railroads 0 0.0 280 6.9 Total = 328 100.0 4,046 100.0

Table 29: Land Parcel Size Distribution – Avon/I-64 RSA

Alternate 7A - New WWTP & WWS

Alternate 7B - New PS, WWS, & FM to Ex. NE FM

All Alternates - Proposed Trunk Sewer

Flow Contribution to TB WWTP From Area 6 & 7 = 28.3 MGD WWF & 10 MGD DWF

KEY NOTES

Proposed WWTP - Proposed Capacities:

- Areas 6 & 7 = 15 MGD WWTP (45 MGD wet weather hydraulic capacity) w/ 7.5 MG of WWS

- Areas 6, 7, & 8 = 30 MGD WWTP (90 MGD wet weather hydraulic capacity) w/ 1.5 MG of WWS

Proposed 17 MG WWS & 24 MGD PS

Line 1 - ±9,900 LF 30" Dia. FM to Ex. NE FM

Line 2 - ±1,700 LF 54" Dia. & 2,950 LF 48" Dia. Trunk Sewer

Line 3 - ±4,850 LF 36" Dia. Trunk Sewer

Line 4 - ±3,100 LF 18" Dia. Trunk Sewer

Line 5 - ±4,600 LF 8" Dia. Trunk Sewer

Line 6 - ±3,900 LF 12" Dia. Trunk Sewer

Line 8 - ±4,650 LF 12" Dia. Trunk Sewer

Line 9 - ±3,800 LF 8" Dia. Trunk Sewer

Line 10 - ±10,650 LF 18" Dia. Trunk Sewer

Line 11 - ±1,450 LF 12" Dia. Trunk Sewer

# V [ U S I R B A R T O N W A Y MANOWARBLVD S 75 RAMP N 75 RAMP WINCHESTER RD MAN O WAR BLVD LIBERTYRD N75RAMP S75RAMP LIBERTYRD SIRBARTONWAY WINCHESTER RD BRYANSTATIONRD S 75 RAMP N 75 BR AR HILL RD N75RAMP N75RAMP N 75RAMP S 7 5 N 7 5 RA MP EW64RAMP 64RAMP S 75 RAMP W 64 E 64 1030 9 9 0 960 950 1020 1000 1000 970 1010 980 1030 990 1050 1030 1040 1020 990 970 990 960 1 0 0 0 9 9 0 10101000990 990 970 9 9 0 960 970 950 9920 10 1000980 9 9 0 9 8 0 970 960 9 7 0 960 920 940 1040 1020 1020 1010 1000 980 980 950 1020 1000 970 930 1040 1 0 5 0 1040 1020 980 970 970 9 6 0 1 0 4 0 1050 1 0 6 0 1 0 6 0 1 0 4 0 1050 1030 1050 1040 1040 1030 1040 1040 1040 1050 1040 1040 1050 1030 1030 1 0 2 0 1 0 2 0 1010 1010 1000 990 1000 990 1000 980 9 8 0 980 980 970 970 970 970 960 960 930 0 910 9 2 0 9 1 0 1040 1050 1040 1050 1050 1030 1040 1040 1030 1040 1020 1 0 3 0 1020 1030 1020 1 0 3 0 1030 1030 1030 1 0 3 0 1 0 3 0 1010 1010 1010 1020 1020 1020 1020 1020 1000 1 0 0 0 1010 1000 1010 1000 1010 990 990 990 1000 990 990 1 0 0 0 1000 1000 1000 990 980 980 990 990 990 990 990 990 980 980 970 970 970 980 980 980 9 8 0 980 980 980 980 980 980 980 9 6 0 970 960 960 960 960 960 970 9 7 0 970 970 950 960 950 950 950 960 940 940 930 930 930 940 920 910 900 HAMBURG PLACE PS GREENBRIAR #2 PS NORTH ELKHORN PS THOMPSON PROPERTY PS WILDERNESS TRACE PS WALNUT GROVE PS DEEP SPRINGS PS DIXIE PS NORTH ELKHORN #2 PS DavidFork NorthElkhornCreek 8 0 5 0 5 0 1 0 1 5 0 0 1 9 0 0 0 0 0 0 2 0 0 0 0 2 0 0 0 7 Lexington-Fayette Urban County Government Sewer Capabi ity Study U \ 1 7 5 5 6 9 4 6 2 g s m x d s \ 7 A v o n 7 A v o n 1 0 7 m x d R e v s e d : 2 0 2 30 82 1 B y g o f Lex ngton Fayet e CO KY

Rural

D sc a me Th s documen has been prepa ed based on n o ma on p ov ded by o he s as c ed n he No es sec on S an ec has no ve ed he accu acy and o comp e eness o th s n o ma on and sha no be respons b e o any e ro s o om ss ons wh ch may be ncorpo a ed he e n as a esu S an ec assumes no respons b y or da a supp ed n e ec ron c o ma and he ec p en accep s fu espons b y o ve y ng he accuracy and comp e eness o he da a C ent Pro ec F gu e No T le Projec Loca ion ( ¯ 1 n = 1,250 t 1,250 0 1 250 2,500Fee Assumes Area 6 Infrastructure (in Grey) is Already Constructed D 7 8 D 6 D 5 4 1 7 3 9 8 6 2 14 13 12 10 11 * Pa cels c ass ed as "Rura Res den ia " are ess han o equa o 10 acres n s ze & are zoned as res den a These parce s a e app ed WWF based on he acreage but DWF s assumed o be 2 peop e acre D D Elim nated as Part of Area 6 Development Legend Study Area Parcel Trunk Sewer Collector Sewer Force Main 1% Annual Chance Flood Hazard Waterways Parks Ex Pump Station [ Ú Rural Residential Parcels* [ Ú Ex Pump Station to be Eliminated D Purchase Development Right Parcel Rural Settlements Waterbod es Contour (10') a o g na documen s ze o 22x34 B C D E F G H I J K 0.3 MGD 6.5 MGD 16 MGD A 2.2 MGD 1.3 MGD L

Avon / I-64

Service Area

A. B. C. D. E. F. G. H. I J. K L.

Study Areas

August 22, 2023

3.7.3.1 Projected Wastewater Flows

The projected peak dry weather flow from the Avon\I-64 RSA is 10.0 MGD The projection assumes full build-out of the developable areas and connection of existing rural settlements and rural residential areas to the public sewer. The projected peak wet weather flow from the Avon\I-64 RSA is 28.3 MGD.

The peak dry and wet weather flow projections noted in the previous paragraph include the contribution from the Royster Road Tributary RSA, but do not include the additional flow contribution from elimination of existing LFUCG pump stations within the USA.

3.7.3.2 Wastewater Infrastructure Alternatives

Two alternatives (7A and 7B) were considered for the Avon\I-64 RSA Both alternatives have the following common elements:

• Approximately 1,700 LF of 54-inch gravity sewer and 2,950 LF of 48-inch gravity sewer extending along North Elkhorn Creek between I-64 and Bryan Station Road

• Approximately 4,850 LF of 36-inch gravity sewer extending along David Fork between I-64 and Bryan Station Road

• Approximately 3,100 LF of 18-inch, 3,900 LF of 12-inch, and 4,600 LF of 8-inch and gravity sewer on the upstream end of David Fork south of Winchester Road

• Approximately 10,650 LF of 18-inch gravity sewer and 1,450 LF of 12-inch gravity sewer extending along Hume Road (east of I-75) and terminating at the proposed 48-inch/54-inch gravity sewer along North Elkhorn Creek

• Approximately 3,800 LF of 8-inch gravity sewer paralleling Bryan Station Road west of North Elkhorn Creek

• Approximately 4,650 LF of 12-inch gravity sewer paralleling Bryan Station Road east of David Fork

• Elimination of four existing pump stations (North Elkhorn #2, Greenbrier #2, Dixie, and Deep Springs)

Additionally, both alternatives assume the completion of the infrastructure common to Alternatives 6A, 6B and 6C. Specifically:

• Approximately 6,100 LF of 48-inch gravity sewer extending from the existing North Elkhorn #2 PS (along North Elkhorn Creek) to I-64

• Approximately 2,000 LF of 36-inch gravity sewer and 9,700 LF of 30-inch gravity sewer extending from the Greenbrier #2 PS along David Fork to I-64

• Approximately 3,850 LF of 42-inch gravity sewer extending from the North Elkhorn PS to the proposed 48-inch gravity trunk sewer along North Elkhorn Creek.

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Study Areas

August 22, 2023

• Two 8-inch sewers, approximately, 2,900 LF and 5,050 LF in length, necessary to service the area prescribed within the Royster Road Tributary RSA boundary that are located area east of North Elkhorn Creek that don’t naturally drain to David Fork

• Approximately 6,750 LF of 24-inch gravity sewer, 3,300 LF of 18-inch gravity sewer, and 5,050 LF of 12-inch gravity sewer extending along an unnamed tributary on the north side of Royster Road

• Elimination of the North Elkhorn #2 PS and Greenbrier #2 PS

The proposed wastewater infrastructure common to all alternatives in the Avon\I-64 RSA should be considered long-term assets by LFUCG. The subsequent addition of any of the other 12 RSA study areas does not require upsizing or abandonment of the wastewater infrastructure common to all the Avon\I-64 RSA alternatives

Alternative 7A

Alternative 7A includes a new 15.0 MGD WWTP located at the confluence of North Elkhorn Creek and David Fork near Bryan Station Road. A 7.5 MG WWS facility at the WWTP is needed to accommodate wet weather peak flow projections. The existing North Elkhorn PS and force main are abandoned under Alternative 7A.

Design/construction of the 6.0 MG WWS facility planned in the RMP at the North Elkhorn PS would be avoided and partially offsets the cost of the 7.5 MG WWS facility at the proposed WWTP.

Elimination of the three existing, LFUCG-owned pump stations (Dixie PS, Deep Springs PS and North Elkhorn PS) partially offset the anticipated annual cost of operating the new WWTP.

Currently, the North Elkhorn Sewershed drains to the North Elkhorn PS and is conveyed to the Town Branch WWTP. Under Alternative 7A, the wastewater contribution from the North Elkhorn Sewershed would be directed to the new WWTP and reclaim average dry weather and peak wet weather capacity at the Town Branch WWTP

Alternative 7B

Alternative 7B includes a new 24.0 MGD PS at the confluence of David Fork and North Elkhorn Creek near Bryan Station Road A 17.0 MG WWS facility at the PS is needed to accommodate wet weather peak flow projections Approximately 9,900 LF of 30-inch force main extends along North Elkhorn Creek from the proposed 24.0 MGD PS to the existing 30-inch force main for the North Elkhorn PS. Under Alternative 7B, the existing North Elkhorn PS is eliminated, but the force main remains in service

Under Alternative 7B, the additional flow contribution from the Royster Road Tributary RSA and Avon\I-64 RSA are conveyed to the Town Branch WWTP.

SEWER CAPABILITY STUDY

Study Areas

August 22, 2023

Elimination of the North Elkhorn PS, Dixie PS, and Deep Springs PS offset the anticipated annual operating cost of the proposed 24.0 MGD PS

Design/construction of the 6.0 MG WWS facility planned in the RMP at the North Elkhorn PS would be avoided and partially offsets the cost of the 9.0 MG facility at the proposed WWTP

3.7.3.3 Costs

OPCCs for Alternatives 7A and 7B are presented in Table 30. Detailed cost derivations for each alternative are presented in Appendix B Because the Royster Road RSA (6) is nested within the Avon/I64 RSA (7), further evaluation and consideration of combined alternatives and cost evaluations should be taken into account.

3.7.3.4 Considerations

1. Elimination of the existing pump stations from the Avon\I-64 RSA and Royster Road Tributary RSA alternatives provides immediate base flow for proposed wastewater infrastructure within the Avon\I-64 RSA The availability/viability of minimum flows in proposed public wastewater infrastructure minimizes the risk of operation and maintenance issues.

2. Annual operating costs associated with the proposed Class A PS in Alternative 7B is offset by the elimination of the existing pump stations in the Avon\I-64 RSA and Royster Road Tributary RSA alternatives.

3. Both wastewater infrastructure alternatives for the Avon\I-64 RSA will require modification or abandonment if the Avon-I-64 (Extension) RSA is subsequently added to the USA.

a. The proposed WWTP in Alternative 7A is increased from 15.0 MGD to 30.0 MGD and the WWS facility is decreased from 7.5 MG to 1.5 MG if Alternative 8B is implemented (Alternative 8B pumps wastewater flows from the Avon\I-64 Extension RSA to the Avon\I-64 RSA.)

Description Alternative 7A Alternative 7B Trunk Sewers 24,393,104 24,393,104 Force Main 0 6,573,135 PS 0 17,173,344 WWS 9,124,465 17,407,814 Miscellaneous Structures 0 0 New WWTP 300,000,000 0 Demolishing/Abandonment of Existing Facilities 280,000 280,000 Total1 = $ 433,940,000 $ 85,580,000

includes 30% contingency.

Table 30: Wastewater Infrastructure OPCC – Avon\I-64 RSA

1 Total

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August 22, 2023

b. The proposed WWTP in Alternative 7A is abandoned if Alternative 8A (new WWTP in Avon\I64 Extension) or 8C (send flows to City of Georgetown WWTP) is implemented.

c. For Alternative 7B, the proposed 24.0 MGD PS and 15.0 MG WWS facility remain in service, but a new force main to the Avon\I-64 Extension RSA is needed if Alternative 8A or 8C is implemented. The 30-inch force main from the Avon\I-64 RSA PS to the Town Branch WWTP is abandoned (Alternative 8B assumes Alternative 7A is implemented and is not applicable for Alternative 7B.)

4. LFUCG participation in the construction of the proposed alternatives is high, as about 59% of the total peak wet weather flow at the downstream end of the Avon/I-64 RSA originates from the existing LFUCG wastewater system within the current USA.

Study Areas

August 22, 2023

3.8 AVON/I-64 EXTENSION RSA (8)

3.8.1 General

The Avon/I-64 Extension RSA is in northeastern Fayette County near I-64. The area naturally drains towards North Elkhorn Creek, away from the USA, towards the City of Georgetown.

The Avon\I-64 Extension RSA has a gross area of about 10,165 acres. A total of 1,919 acres (about 19% of the RSA) are participating in PDR agreements with LFUCG Bluegrass Station and Haley Pike Landfill are located within the Avon\I-64 Extension RSA.

Bluegrass Station is an existing industrial park located on Briar Hill Road. The property is operated by the Kentucky Department of Military Affairs. There is a small, existing WWTP facility that treats wastewater from the property. The WWTP has a design capacity of 0.1 MGD (KYPDES No. KY0020699).

The Haley Pike Landfill, located at 4172 Hedger Lane, is owned and operated by LFUCG. Formerly a municipal solid waste landfill, the property is now utilized primarily for yard waste mulching operations. Leachate from the landfill and mulching operations are routed through a wetlands treatment system.

For the purposes of evaluating wastewater infrastructure in the Avon\I-64 Extension RSA, it is assumed that the Royster Road Tributary RSA and Avon/I-64 RSA are also (or was previously) added to the USA. The addition of the Avon\I-64 Extension RSA, without the simultaneous or prior addition of the Royster Road Tributary and Avon\I-64 RSAs, was not considered

None of the other 13 RSA study areas naturally drain to the Avon\I-64 Extension RSA Similarly, the Avon\I-64 Extension RSA does not naturally drain to any of the other 13 RSA study areas

Construction of wastewater infrastructure within the Avon\I-64 Extension RSA does not provide an opportunity to eliminate any of LFUCG’s existing wastewater pump stations or planned RMP improvements. However, there is a leachate PS at the Haley Pike Landfill that could be eliminated, along with the leachate treatment system for the landfill.

SEWER CAPABILITY STUDY

Study Areas

August 22, 2023

3.8.2 Land Use and Parcel Data

3.8.2.1 General Land Use

A summary of the land use classifications within the RSA is presented in Figure 13. Information in the pie chart is based on the land use categories in the 2017 RLMP and LFUCG GIS data. Three supplemental land classifications (floodplains, environmentally sensitive areas, and scenic view areas) are included in the 2017 RLMP and LFUCG GIS data These classifications frequently overlap one or more of the classifications in the pie chart (i.e., the percentages don’t add up to 100%). The supplemental land uses are illustrated in the bar chart in the figure

Figure 13: Area Metrics, Land Use Categories & Supplemental Classifications

3.8.2.2 Land Type for Wastewater Flow Projections

A summary of land types used for projecting wastewater flow contributions from the RSA is presented in Table 31. Land types within the RSA are illustrated on the wastewater infrastructure maps presented in the following sub-section.

SEWER CAPABILITY STUDY

Study Areas

August 22, 2023

3.8.2.3 Land Parcel Size Distribution

A summary of the land parcel sizes within the RSA is presented in Table 32. For parcels that extend outside the limits of the study area, the parcel size reported in the table is based on the amount of the parcel that is physically located within the study area Parcel boundaries are illustrated on the wastewater infrastructure maps presented in the following sub-section.

3.8.3 Wastewater Infrastructure Needs

Projected wastewater flows and infrastructure needs for the RSA are presented in Exhibit No. 8.

Land Use Area (acres) % of Total Area Developable Areas 6,026 59.3 Bluegrass Station 734 7.2 Haley Pike Landfill 460 4.5 Floodplains 373 3.7 Parks 80 0.8 PDR 1,919 18.9 Rural Residential 543 5.3 Rural Settlement 30 0.3 Special Natural Protection Areas 0 0.0 Total = 10,165 100.0

Table 31: Land Type Summary – Avon/I-64 Extension RSA

Land Parcel Size No. of Parcels % of Total Parcels Area (acres) % of Total Area 0 – 5 acres 155 39.5 176 1.7 5.1 acres – 10.0 acres 83 21.2 737 7.3 10.1 acres – 40 acres 93 23.7 1,645 16.2 40.1 acres – 100 acres 35 8.9 2,260 22.2 100.1 acres – 200 acres 16 4.1 2,118 20.8 > 200 acres 10 2.6 2,877 28.3 Roads/Railroads 0 0.0 352 3.5 Total = 392 100.0 10,165 100.0

Table 32: Land Parcel Size Distribution – Avon/I-64 Extension RSA

KEY NOTES

Proposed 30 MGD WWTP (90 MGD wet weather hydraulic capacity)

w/ 1.5 MG of WWS

Send flow to Winchester (112 MGD WWF & 30 MGD DWF)

Proposed 45 MGD PS

Line 1 - ±17,600 LF 42" Dia. FM to WWTP proposed in 7A

Line 2 - ±2,400 LF 8" Dia. Trunk Sewer & ±3,600 LF 12" Dia. Trunk

Sewer flowing to Proposed 3.5 MGD PS

Line 3 - ±5,550 LF 54" Dia. Trunk Sewer

Line 4 - ±8,150 LF 12" FM

Line 5 - ±8,000 LF 48" Dia. Trunk Sewer

Line 6 - ±4,850 LF 12" Dia. Trunk Sewer

Line 7 - ±2,750 LF 36" Dia. Trunk Sewer

Line 8 - ±5,250 LF 12" Dia. Trunk Sewer

Line 9 - ±1,900 LF 10" Dia. Trunk Sewer, ±1,600 LF 12" Dia. Trunk

Sewer, & ±3,500 LF 18" Dia. Trunk Sewer

Line 10 - ±3,800 LF 12" Dia. Trunk Sewer, ±9,800 LF 24" Dia. Trunk

Sewer, & ±1,600 LF 36" Dia. Trunk Sewer

Line 11 - ±4,850 LF 15" Dia. Trunk Sewer

Line 12 - ±3,500 LF 8" Dia. Trunk Sewer, ±2,400 LF 12" Dia. Trunk

Sewer, & ±4,300 LF 18" Dia. Trunk Sewer

Line 13 - ±6,550 LF 36" Dia. Trunk Sewer

Line 14 - ±4,900 LF 8" Dia. Trunk Sewer

Line 15 - ±2,200 LF 8" Dia. & ±2,850 LF 12" Dia. Trunk Sewer

Line 16 - ±1,500 LF 12" Dia. & ±8,500 LF 24" Dia. Trunk Sewer

Line 17 - ±3,650 LF 12" Dia. & ±2,600 LF 24" Dia. Trunk Sewer

±17,600 LF 30" Dia. FM to 8A WWTP

(From Area 7). Infrastructure to be constructed for Alt 8A & 8C.

Alternate 8A - New WWTP & WWS

Alternate 8B - New PS & FM to WWTP proposed in 7A

Alternate 8C - Send Flow to Winchester

All Alternates - Proposed Trunk Sewer, FM, & PS

Flow Contribution to TB WWTP From Area 8 Alone = 43 MGD

WWF & 16 MGD DWF

Avon / I-64 (Extension) Rural Service Area

# V [ Ú [ Ú [ U T # V 1000 960 9 1 0 3 0 1010 1 0 2 0 990 1 0 0 0 980 1030 1020 1030 1010 1030 1010 1000 960 960 940 970 950 1020 1000 940 920 950 930 10301020 1020 1000 1010 990 980 950 920 9 1 0 10301010 970 9 5 0 950 9 4 0 960 940 980 1050 940 1050 1000 1040 990 9 9 0 1010 930 920 1030 980 930 920 910 1010 1020 1 0 3 0 1010 940 1040 1040 1040 1030 1020 1030 1020 1030 1040 1020 1030 1020 1020 1030 1010 1010 1000 1 0 1 0 1010 1010 1010 1010 1010 1010 1010 1020 1020 990 990 1000 1000 1000 1010 990 990 990 990 1000 980 970 980 980 970 970 970 970 960 940 9 1060 1040 1040 1040 1040 1030 1030 1020 1030 1030 1 0 3 0 1030 1030 1030 1 0 3 0 1030 1030 1010 1 0 1 0 1020 1020 1020 1020 1000 1010 1000 1010 1010 1000 1000 1000 1 0 1 0 1010 1010 1010 1010 1 0 1 0 1010 990 990 1000 1 0 0 0 1000 1000 1000 1000 1000 1000 1 0 0 0 1000 990 980 980 980 990 990 980 9 9 0 990 990 990 990 990 970 980 980 980 980 980 960 960 970 960 960 9 6 0 960 9 7 0 960 970 9 7 0 970 950 950 960 960 960 5 0 940 930 930 920 920 930 910 900 GREENBRIAR #2 PS WALNUT GROVE PS HALEY PIKE PS CBoone reek DavidFork NorthElkhornCreek 5 0 0 1 1 5 0 0 0 2 0 1 3 0 0 0 1 9 0 0 2 0 0 0 2 5 0 0 1 0 0 0 1 5 0 0 0 2 2 0 0 0 8 Lexington-Fayette Urban County Government Sewer Capabi ity Study U \ 1 7 5 5 6 9 4 6 2 g s m x d s \ 8 A v o n R u r a E x e n s o n \ 8 A v o n E x e n s o n 1 0 7 m x d R e v s e d 2 0 2 30 82 1 B y g o Lex ngton Fayet e CO KY

D sc a me Th s documen has been prepa ed based on n o ma on p ov ded by o he s as c ed n he No es sec on S an ec has no ve ed he accu acy and o comp e eness o th s n o ma on and sha no be respons b e o any e ro s o om ss ons wh ch may be ncorpo a ed he e n as a esu S an ec assumes no respons b y or da a supp ed n e ec ron c o ma and he ec p en accep s fu espons b y o ve y ng he accuracy and comp e eness o he da a C ent Pro ec F gu e No T le Projec Loca ion a or g na documen s ze of 22x34 ( $¯ 1 n = 1,500 t 1,500 0 1,500 3 000 Fee 6 7 8 D 5 4 1 7 3 9 8 6 2 14 13 12 10 11 * Pa cels c ass ed as "Rura Res den ia " are ess han o equa o 10 acres n s ze & are zoned as res den a These parce s a e app ed WWF based on he acreage but DWF s assumed o be 2 peop e acre B uegrass Station (Flow Contribution Assumed = 15 ppl/acre) Haley P ke & Waste Services Landfill Legend Study Area Parcel Trunk Sewer Collector Sewer Force Main 1% Annual Chance Flood Hazard Waterways Parks Ex Pump Station [ Ú Rural Residential Parcels* [ Ú Ex Pump Station to be Eliminated D Purchase Development Right Parcel Rural Settlements Waterbod es Contour (10') C D A B E F G H I J K L M N O P Q R S T U 0.5 MGD

A. B. C. D. E. F. G. H. I. J. K. L. M. N. O. P. Q. R. S. T. U.

SEWER CAPABILITY STUDY

Study Areas

August 22, 2023

3.8.3.1 Projected Wastewater Flows

The projected peak dry weather flow from the Avon\I-64 Extension RSA is 16.0 MGD. The projection assumes full build-out of the developable areas and connection of existing rural settlements and rural residential areas to the public sewer. The projected peak wet weather flow from the Avon\I-64 Extension RSA is 43.0 MGD.

The peak dry and wet weather flow projections noted in the previous paragraph are for only the area within the Avon\I-64 Extension RSA and do not include the contribution from the Royster Road Tributary RSA, Avon\I-64 RSA or additional flow contributions from existing sewered areas within the USA.

3.8.3.2 Wastewater Infrastructure Alternatives

Three alternatives (8A, 8B and 8C) were considered for the Avon\I-64 Extension RSA All three alternatives have the following common elements:

• A 3.5 MGD PS located in the northwest corner of the RSA near the railroad and Hidden Lake Lane

• Approximately 3,600 LF of 12-inch and 2,400 LF of 8-inch gravity sewer located upstream of the 3.5 MGD PS

• Approximately 8,150 LF of 12-inch force main extending from the 3.5 MGD PS to a proposed gravity sewer near 4390 Briar Hill Road

• Approximately 5,550 LF of 54-inch; 8,000 LF of 48-inch gravity; 4,350 LF of 36-inch; 9,800 LF of 24-inch; and 3,800 LF of 12-inch gravity sewers extending along an unnamed tributary to North Elkhorn Creek from 5501 Haley Downs Drive to the railroad crossing at Muir Station Road

• Two gravity sewers (4,850 LF of 12-inch and 5,250 LF of 12-inch) servicing the portion of the RSA to the east of Bluegrass Station and north of the railroad

• Approximately 3,500 LF of 18-inch, 1,600 LF of 12-inch and 1,900 LF of 10-inch gravity sewer extending along an unnamed tributary from 5501 Haley Downs Drive to 4146 Haley Road

• Approximately 4,300 LF of 18-inch, 2,400 LF of 12-inch and 3,500 LF of 8-inch gravity sewer extending from 3971 N. Cleveland Lane (near I-64) to the railroad crossing at Muir Station Road

• Approximately 4,850 LF of 15-inch gravity sewers extending from the force main terminus at 4390 Briar Hill Road to 2793 Muir Station Road

• Approximately 6,550 LF of 36-inch, 8,500 LF of 24-inch and 1,500 LF of 12-inch gravity trunk extending from 5167 Briar Hill Road to 5081 Winchester Road

• Approximately 4,900 LF of 8-inch gravity sewer extending from 3783 N. Cleveland Lane (near I64) to the proposed gravity sewer near 4980 Briar Hill Road

• Approximately 2,850 LF of 12-inch and 2,200 LF of 8-inch gravity sewer extending from 4457 Haley Road to the proposed gravity sewer near 4978 Briar Hill Road

• Approximately 2,600 LF of 24-inch and 3,650 LF of 12-inch gravity sewer extending from 3198 Maria Drive to 3610 N. Cleveland Road

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• Elimination of the existing WWTP facility at Bluegrass Station and connection to the proposed gravity sewer in the RSA

• Elimination of the existing wetlands treatment system at the Haley Pike Landfill and connection to the proposed gravity sewer in the RSA

Additionally, all three alternatives assume the completion of the wastewater infrastructure in the Royster Road Tributary RSA and Avon\I-64 RSA.

Alternative 8A, 8B and 8C redirect wastewater contributions from the North Elkhorn Sewershed and reclaim hydraulic capacity at the Town Branch WWTP The North Elkhorn Sewershed contributes a peak dry weather peak flow of 15.4 MGD and a wet weather peak flow of 24.5 MGD to the Town Branch WWTP (under Future Conditions).

The proposed wastewater infrastructure common to all alternatives in the Avon\I-64 Extension RSA should be considered long-term assets by LFUCG The subsequent addition of any of the other RSA study areas does not require upsizing or abandonment of the wastewater infrastructure common to all the Avon\I-64 Extension RSA alternatives.

Alternative 8A

Alternative 8A includes a new 30.0 MGD WWTP located at the confluence of unnamed tributaries to North Elkhorn Creek near the intersection of the railroad and Muir Station Road on the northern boundary of the Avon\I-64 Extension RSA A 1.5 MG WWS facility at the WWTP is needed to accommodate wet weather peak flow projections. The WWTP design capacity and volume of WWS assume that the Royster Road Tributary RSA, Avon\I-64 and North Elkhorn Sewershed are directed to the Avon\I-64 Extension RSA.

Currently, the North Elkhorn Sewershed drains to the North Elkhorn PS and is conveyed to the Town Branch WWTP Under Alternative 8A, the wastewater contribution from the North Elkhorn Sewershed would be directed to the new WWTP.

Alternative 8B

Alternative 8B includes a 45.0 MGD PS located at the confluence of unnamed tributaries to North Elkhorn Creek near the intersection of the railroad and Muir Station Road on the northern boundary of the Avon\I64 Extension RSA Approximately 17,600 LF of 42-inch force main conveys wastewater flows from the proposed PS to the WWTP and WWS facility (Alternative 7A) in the Avon\I-64 RSA. The design capacity of the WWTP in the Avon\I-64 RSA is increased to 30.0 MGD and the volume of the WWS facility is decreased to 1.5 MG.

Alternative 8B is not likely if Alternative 7B is implemented in the Avon\I-64 RSA.

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Alternative 8C

Alternative 8C assumes that wastewater flows from the Avon\I-64 Extension RSA, as well as wastewater flows from the Royster Road Tributary RSA, Avon\I-64 RSA and North Elkhorn Sewershed, are conveyed to the City of Winchester

Approximately 17,600 LF of 30-inch force main is necessary to convey wastewater flows from the proposed PS in Alternative 7B to the gravity trunk sewer in Avon\I-64 Extension

The wastewater infrastructure necessary to convey flows to the City of Winchester’s WWTP, upgrades to the City of Winchester sewer system or additional WWS facilities within the Avon\I-64 Extension RSA are not included in the OPCC provided in the next sub-section.

The total contribution to the City of Winchester under Alternative 8C would result in a peak dry weather flow of 30.0 MGD and wet weather peak flow of 112.0 MGD, which includes the additional flow contributions from the Royster Road Tributary RSA, Avon\I-64 RSA and North Elkhorn Sewershed.

Current, the City of Winchester has two WWTPs with rated capacities of 7.2 MGD at Strodes Creek and 2.0 MGD at Lower Howards Creek. Alternative 8C as presented herein would effectively require quadrupling Winchester’s dry weather flow WWTP capacity.

Alternative 8C would redirect wastewater contributions from the North Elkhorn Sewershed, located within the current USA, to the City of Winchester and reclaim hydraulic capacity at the Town Branch WWTP

3.8.3.3 Costs

OPCCs for Alternatives 8A, 8B and 8C are presented in Table 33 Detailed cost derivations for each alternative are presented in Appendix B

Description Alternative 8A Alternative 8B Alternative 8C Trunk Sewers 63,595,314 63,595,314 63,595,314 Force Main 13,766,237 24,180,165 0 PS 19,683,089 34,704,338 0 WWS 21,720,237 0 0 Miscellaneous Structures 0 0 0 New WWTP 600,000,000 0 0 Demolishing/Abandonment of Existing Facilities 0 0 0 Total1 = $ 934,390,000 $ 159,220,000 $ 82,670,0002

Table 33: Wastewater Infrastructure OPCC – Avon\I-64 Extension RSA 1 Total includes 30% contingency. 2 Does not include the cost of infrastructure needed to convey wastewater from the RSA to the City of Winchester WWTP (or annual treatment fees incurred by LFUCG).

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3.8.3.4 Considerations

1. Connection of the existing pump stations from the Avon\I-64 RSA and Royster Road Tributary RSA alternatives provides immediate base flow for the proposed PS and treatment facilities identified in Alternatives 8A, 8B and 8C. The availability/viability of minimum flows in proposed public wastewater infrastructure minimizes the risk of operation and maintenance issues.

2. The connection of the Bluegrass Station and Haley Pike Landfill provides immediate baseflow (albeit very low relative flow) for the proposed trunk paralleling the railroad along the northern portion of the RSA The remaining proposed trunk sewers are reliant upon development within the RSA to provide minimum flows. More frequent maintenance in these trunk sewers may be warranted until developable areas within the RSA are connected to the sewer system.

3. LFUCG participation in the construction of the proposed alternatives is minimal as the only existing LFUCG infrastructure/customer in this RSA is the Haley Pike Landfill with flow contributions of about 2.3 MGD The total peak flow at the downstream end of the RSA is 43 MGD.

4. As requested by some stakeholders, sending some combination of new development and/or existing system flow to Winchester was considered as an alternative. Preliminary analysis finds these alternatives as unjustifiable when considering Winchester’s current treatment capacity limitations.

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August 22, 2023

3.9 CHILESBURG-WALNUT HILL RSA (9)

3.9.1 General

The Chilesburg-Walnut Hill RSA is located along the east boundary of the existing USA boundary near the intersection of Deer Haven Lane and Sleepy Hollow Lane. The area naturally drains to Polo Club Boulevard in the USA.

One of the smallest RSA study areas, the Chilesburg-Walnut Hill RSA encompasses a gross area of about 124 acres. Nearly onehalf of the area is comprised of the existing rural residences on Big Pond Circle and are unlikely to develop into a denser land use These residences were assumed to connect to the public sewer but were limited to 2 persons/acre for dry weather flow projections.

None of the parcels within the Chilesburg-Walnut Hill RSA are participating in PDR agreements with LFUCG

Construction of wastewater infrastructure within the Chilesburg-Walnut Hill RSA does not provide an opportunity to eliminate any of LFUCG’s existing pump stations or impact planned RMP improvements.

None of the other 13 RSA study areas naturally drain to the Chilesburg-Walnut Hill RSA Similarly, the Chilesburg-Walnut Hill RSA does not naturally drain to any of the other 13 RSA study areas

3.9.2 Land Use and Parcel Data

3.9.2.1 General Land Use

A summary of the land use classifications within the RSA is presented in Figure 14. Information in the pie chart is based on the land use categories in the 2017 RLMP and LFUCG GIS data. Three supplemental land classifications (floodplains, environmentally sensitive areas, and scenic view areas) are included in the 2017 RLMP and LFUCG GIS data These classifications frequently overlap one or more of the classifications in the pie chart (i.e., the percentages don’t add up to 100%). The supplemental land uses are illustrated in the bar chart in the figure

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Figure

Area Metrics, Land Use Categories & Supplemental Classifications

3.9.2.2 Land Type for Wastewater Flow Projections

A summary of land types used for projecting wastewater flow contributions from the RSA is presented in Table 34. Land types within the RSA are illustrated on the wastewater infrastructure maps presented in the following sub-section.

14:

Land Use Area (acres) % of Total Area Developable Areas 68 54.8 Floodplains 0 0.0 Parks 0 0.0 PDR 0 0.0 Rural Residential 56 45.2 Rural Settlement 0 0.0 Special Natural Protection Areas 0 0.0 Total = 124 100.0

Table 34: Land Type Summary – Chilesburg-Walnut Hill RSA

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3.9.2.3 Land Parcel Size Distribution

A summary of the land parcel sizes within the RSA is presented in Table 35. For parcels that extend outside the limits of the study area, the parcel size reported in the table is based on the amount of the parcel that is physically located within the study area. Parcel boundaries are illustrated on the wastewater infrastructure maps presented in the following sub-section

Table 35: Land Parcel Size Distribution – Chilesburg-Walnut Hill RSA

3.9.3 Wastewater Infrastructure Needs

Projected wastewater flows and infrastructure needs for the RSA are presented in Exhibit No. 9

Land Parcel Size No. of Parcels % of Total Parcels Area (acres) % of Total Area 0 – 5 acres 14 58.3 25 19.8 5.1 acres – 10.0 acres 7 29.2 64 51.6 10.1 acres – 40 acres 3 12.5 33 26.3 40.1 acres – 100 acres 0 0 0 0.0 100.1 acres – 200 acres 0 0 0 0.0 > 200 acres 0 0 0 0.0 Roads/Railroads 0 0.0 3 2.4 Total = 24 100.0 124 100.0

KEY NOTES

BUTTERMILK RD DUFANE PT BRICKHOUSELN BEATEN PATH S I LVER CHARM LN OATLANDS PARK STOLEN HORSE TRCE TWILIGHT SHADOW DR SQU IRREL NEST LN POLO CLUB BLVD WARGRAVEWALK MOONRISEWAY BRICKHOUSE LN PASSAGE MOUND WAY MORNINGGLORYLN ANGUSTRL WAD NG CREEK TRL POLOCLUBBLVD BEATEN PATH POLO CLUB BLVD WINNINGCOLORSLN B I G P O N D C I R OLDSILOLN DEERHAVENLN DEERMEADOWTRCE WALNUTGROVELN POLOCLUBBLVD REAL QUIET LN TODDSSTATION SLEEPYHOLLOW LN TODDS RD S 75 N 75 1 0 4 0 1 0 3 0 1 0 2 0 1010 1000 990 1060 1050 1040 1040 1030 1060 1050 1030 1030 1020 1060 1050 1060 1050 1040 1030 1040 1030 1030 1020 1020 1010 1010 1000 1060 1 0 2 0 1050 1060 1060 1060 1060 1 0 6 0 1060 1060 1050 1050 1050 1050 1040 1050 1040 1 0 3 0 1020 1020 1020 1010 1010 1000 1050 1040 1 0 5 0 0 1 8 5 0 0 9 Lexington-Fayette Urban County Government Sewer Capabi ity Study U \ 1 7 5 5 6 9 4 6 2 g s m x d s \ 9 C h e s b u g W a n u t H \ 9 C h e s b u r gW a n u t H R u r a 1 0 7 m x d R e v s e d 2 0 2 30 82 1 B y g o Lex ngton Fayet e CO KY Chilesburg - Walnut Hill Rural

D sc a me Th s documen has been prepa ed based on n o ma on p ov ded by o he s as c ed n he No es sec on S an ec has no ve ed he accu acy and o comp e eness o th s n o ma on and sha no be respons b e o any e ro s o om ss ons wh ch may be ncorpo a ed he e n as a esu S an ec assumes no respons b y or da a supp ed n e ec ron c o ma and he ec p en accep s fu espons b y o ve y ng he accuracy and comp e eness o he da a C ent Pro ec F gu e No T le Projec Loca ion a or g na documen s ze of 22x34 ( ¯ 1 n = 300 t 300 0 300 600 Fee 9 5 4 1 7 3 9 8 6 2 14 13 12 10 11 * Pa cels c ass ed as "Rura Res den ia " are ess han o equa o 10 acres n s ze & are zoned as res den a These parce s a e app ed WWF based on he acreage but DWF s assumed o be 2 peop e acre Legend Study Area Parcel Trunk Sewer Collector Sewer Force Main 1% Annual Chance Flood Hazard Waterways Parks Ex Pump Station [ Ú Rural Residential Parcels* [ Ú Ex Pump Station to be Eliminated D Purchase Development Right Parcel Rural Settlements Waterbod es Contour (10') A Alternate 9A - Trunk Sewer to Ex MH EH6_847 Flow Contribution to WH WWTP From Area 9 Alone = 0.7 MGD WWF & 0.2 MGD DWF

Service Area

A. Line 1 - ±5,950 LF 12" Dia. Trunk Sewer

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3.9.3.1 Projected Wastewater Flows

The projected peak dry weather flow from the Chilesburg-Walnut Hill RSA is 0.2 MGD. The projection assumes full build-out of the developable areas and connection of existing rural settlements and rural residential areas to the public sewer. The projected peak wet weather flow from the Chilesburg-Walnut Hill RSA is 0.7 MGD.

3.9.3.2 Wastewater Infrastructure Alternatives

A single alternative (Alternative 9A) was considered for the Chilesburg-Walnut Hill RSA The area naturally drains to the USA and can be connected to LFUCG’s existing sewer system by a single gravity trunk sewer.

The proposed wastewater infrastructure in Alternative 9A should be considered long-term assets by LFUCG. The subsequent addition of any of the other 13 RSA study areas does not require modification or abandonment of the wastewater infrastructure in the Chilesburg-Walnut Hill RSA.

Alternative 9A

Alternative 9A consists of approximately 5,950 LF of 12-inch gravity sewer extending from 1960 Deer Haven Lane to the existing 18-inch gravity trunk sewer at manhole EH6_847 (3700 Polo Club Boulevard).

Wastewater contributions from the Chilesburg-Walnut Hill RSA under Alternative 9A are conveyed to the West Hickman WWTP.

3.9.3.3 Costs

The OPCC for Alternative 9A is presented in Table 36 A detailed cost derivation for the alternative is presented in Appendix B

Table 36: Wastewater Infrastructure OPCC – Chilesburg-Walnut Hill RSA

Description Alternative 9A Trunk Sewers 2,496,146 Force Main 0 PS 0 WWS 0 Miscellaneous Structures 0 New WWTP 0 Demolishing/Abandonment of Existing Facilities 0 Total1 = $ 3,240,000 1 Total includes 30% contingency.

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3.9.3.4 Considerations

1. The Chilesburg-Walnut Hill RSA naturally drains towards the USA There is an opportunity for private entities to eliminate their existing septic tank systems for multiple existing rural residences.

2. Wastewater infrastructure alternatives for the Chilesburg-Walnut Hill RSA do not require modification or abandonment from expansion of the USA to include any of the other study areas considered in this report

3. LFUCG participation in the construction of the proposed alternative is not required as the proposed infrastructure would service only new developments (or existing homes not presently connected to LFUCG’s sanitary sewer system)

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August 22, 2023

3.10 ATHENS BOONESBORO RSA (10)

3.10.1 General

The Athens Boonesboro RSA is in southeast Fayette County along Richmond Road/Athens-Boonesboro Road between the I-75 and the existing USA. The area naturally drains to East Hickman Creek and northern Jessamine County.

The Athens Boonesboro RSA encompasses a gross area of about 298 acres None of the parcels within the Athens Boonesboro RSA are participating in PDR agreements with LFUCG

Construction of wastewater infrastructure within the Athens Boonesboro RSA does not provide an opportunity to eliminate any of LFUCG’s existing pump stations or impact planned RMP improvements.

The existing force main serving the Boonesboro Manor PS and Blue Sky PS is located along Richmond Road\Athens Boonesboro Road adjacent to the RSA. There was no perceived advantage to redirecting discharges from the existing force main to proposed wastewater improvements in the Athens Boonesboro RSA/Lower East Hickman RSA. Redirection of the Blue Sky force main was not evaluated.

The Athens Boonesboro RSA naturally drains to the Lower East Hickman RSA. None of the other 13 RSA study areas naturally drain to the Athens Boonesboro RSA.

3.10.2 Land Use and Parcel Data

3.10.2.1 General Land Use

A summary of the land use classifications within the RSA is presented in Figure 15. Information in the pie chart is based on the land use categories in the 2017 RLMP and LFUCG GIS data. Three supplemental land classifications (floodplains, environmentally sensitive areas, and scenic view areas) are included in the 2017 RLMP and LFUCG GIS data. These classifications frequently overlap one or more of the classifications in the pie chart (i.e., the percentages don’t add up to 100%). The supplemental land uses are illustrated in the bar chart in the figure

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Figure 15: Area Metrics, Land Use Categories & Supplemental Classifications

3.10.2.2 Land Type for Wastewater Flow Projections

A summary of land types used for projecting wastewater flow contributions from the RSA is presented in Table 37. Land types within the RSA are illustrated on the wastewater infrastructure maps presented in the following sub-section.

Land Use Area (acres) % of Total Area Developable Areas 273 91.6 Brenda Cowan Elementary School 25 8.4 Floodplains 0 0 Parks 0 0 PDR 0 0 Rural Residential 0 0 Rural Settlement 0 0 Special Natural Protection Areas 0 0 Total = 298 100

Table 37: Land Type Summary – Athens Boonesboro RSA

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3.10.2.3 Land Parcel Size Distribution

A summary of the land parcel sizes within the RSA is presented in Table 38 For parcels that extend outside the limits of the study area, the parcel size reported in the table is based on the amount of the parcel that is physically located within the study area. Parcel boundaries are illustrated on the wastewater infrastructure maps presented in the following sub-section

Table 38: Land Parcel Size Distribution – Athens Boonesboro RSA

3.10.3 Wastewater Infrastructure Needs

Projected wastewater flows and infrastructure needs for the RSA are presented in Exhibit No. 10

Land Parcel Size No. of Parcels % of Total Parcels Area (acres) % of Total Area 0 – 5 acres 5 27.8 7 1.3 5.1 acres – 10.0 acres 5 27.8 39 7.7 10.1 acres – 40 acres 3 16.6 76 15.3 40.1 acres – 100 acres 5 27.8 345 68.9 100.1 acres – 200 acres 0 0 0 0.0 > 200 acres 0 0 0 0.0 Roads/Railroads 0 0.0 34 6.8 Total = 18 100.0 500 100.0

Alternate 10A - New Trunk & PS (to manifold into Ex. BS FM)

Flow Contribution to WH WWTP From Area 10 Alone = 1.6 MGD WWF & 0.6 MGD DWF

KEY NOTES

Proposed 2 MGD PS (to manifold into Ex. BS FM)

Line 1 - ±2,000 LF 12" Dia. Trunk Sewer

Line 2 - ±3,800 LF 12" Dia. Trunk Sewer

[ Ú MARCUS TRL DOERUNTRL CHILESBURGRD ASHLEY WOODS RD B R I E R C V LANARKSHIREPL JANEABRIGGS VE LARKHILLLN LANARKSHIREPL LOGANSFORTLN HOLMESWAY LEV I TODDBLVD ISABELLA LN WILLMANWAY NEEDLERUSH DR JANEBRIGGSAVE STUARTHALLBLVD CAMPHORWAY WALNUT CREEK DR EMILIELN RICHARDSONPL LARKHILLCV STARRUSHPL HANNAHTODDPL FOXGLOVE PT BULRUSHTRCE C A N E B R A K E D R CANEBRAKE DR S 75 RAMP S 7 5 R A M P ATHENSBOONESBORORD N 75 RAMP N 75 RAMP ATHENSBOONESBORORD S75RAMP S 75RAMP S 7 5 N 7 5 1030 1020 1000 980 990 970 950 1040 1010 1030 1010 1000 990 1040 102010101000 10301020 11020 000 1020 1010 1000 980 960 1060 1050 10201010 10301020 1 020 1000 960 940 1050 1040 1030 1 0 2 0 1050 1040 990 980 960 990 970 1040 1030 1030 1 0 1 0 950 1060 1030 1020 1010 1000 1050 1060 1060 1060 1060 1050 1050 1040 1 0 5 0 1 040 1050 1 0 5 0 1030 1030 10 1040 1030 1040 1030 1040 1040 1030 1030 1030 1 0 2 0 1 0 3 0 1030 1020 1020 1030 1 0 3 0 1 030 1030 1030 1030 1010 1010 1 0 1 0 1010 1020 1020 1000 990 940 930 BOONESBORO MANOR PS BaughmanFork 5 0 0 0 1 0 0 0 1 7 0 0 10 Lexington-Fayette Urban County Government Sewer Capabi ity Study U \ 1 7 5 5 6 9 4 6 2 g s m x d s \ 1 0 \ 1 0 m x d R e v i s e d 2 0 2 30 82 1 B y t g o f Lex ngton Fayet e CO KY

Athens Boonesboro Rural Service Area

Cowan E ementary Schoo Property

A. B. C.

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3.10.3.1 Projected Wastewater Flows

The projected peak dry weather flow from the Athens Boonesboro RSA is 0.6 MGD. The projection assumes full build-out of the developable areas and connection of existing rural settlements and rural residential areas to the public sewer. The projected peak wet weather flow from the Athens Boonesboro RSA is 1.6 MGD.

3.10.3.2 Wastewater Infrastructure Alternatives

A single alternative (Alternative 10A) was considered for the Athens Boonesboro RSA

Wastewater contributions from the Athens Boonesboro RSA under Alternative 10A are conveyed to the West Hickman WWTP.

Alternative 10A

Alternative 10A includes two 12-inch gravity sewer trunks: approximately 3,800 LF extending from 4610 Willman Way and 2,000 LF extending from the northwest corner of 4861 Athens-Boonesboro Road, both terminating at the proposed PS in the southeast corner of the 4861 Athens-Boonesboro Road property. A proposed 2.0 MGD PS and will convey discharge from the gravity sewer and manifold directly into the existing 10-inch force main (for the Blue Sky PS and Boonesboro Manor PS) on Athens-Boonesboro Road.

Alternative 10A assumes that wastewater infrastructure in the Lower East Hickman RSA (Alternative 11A) has not been constructed. The Athens Boonesboro RSA naturally drains to the Lower East Hickman RSA If wastewater infrastructure in the Lower East Hickman RSA is constructed, the proposed PS in Alternative 10A is not needed Consequently, LFUCG may consider the likelihood/schedule for construction of the wastewater infrastructure in the Lower East Hickman RSA when making capital investment decisions for the PS and force main in Alternative 10A.

The proposed gravity sewer in Alternative 10A should be considered a long-term asset by LFUCG. The subsequent addition of any of the other 13 RSA study areas does not require modification or abandonment of the gravity sewer in the Athens Boonesboro RSA.

3.10.3.3 Costs

The OPCC for Alternative 10A is presented in Table 39 A detailed cost derivation for the alternative is presented in Appendix B

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3.10.3.4 Considerations

1. The proposed wastewater infrastructure in Alternative 10A is reliant upon development within the RSA to provide minimum flows More frequent maintenance in these trunk sewers may be warranted until developable areas within the RSA are connected to the sewer system.

2. The gravity sewer in Alternative 10A does not require modification or abandonment from expansion of the USA to include any of the other study areas considered in this report The proposed PS in Alternative 10A is no longer needed if the wastewater infrastructure in Alternative 11A (Lower East Hickman RSA) is constructed.

3. LFUCG participation in the construction of the proposed alternative minimal as the proposed infrastructure will service only areas within the RSA The only existing LFUCG sewer customer in the RSA is the Brenda Cowan Elementary School The existing PS serving the school can be eliminated as part of Alternative 10A.

Description Alternative 10A Trunk Sewers 2,433,175 Force Main 0 PS 1,436,798 WWS 0 Miscellaneous Structures 0 New WWTP 0 Demolishing/Abandonment of Existing Facilities 0 Total1 = $ 5,030,000

Total includes 30% contingency.

Table 39: Wastewater Infrastructure OPCC – Athens Boonesboro RSA

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3.11 LOWER EAST HICKMAN RSA (11)

3.11.1 General

The Lower East Hickman RSA is in southeast Fayette County. The area is adjacent to Expansion Area #1 and located between Athens-Boonesboro Road and Tates Creek Road. The area naturally drains to East Hickman Creek and northern Jessamine County.

The Lower East Hickman RSA encompasses a gross area of about 4,622 acres A total of 254 acres (about 5.5% of the RSA) are participating in PDR agreements with LFUCG

Construction of wastewater infrastructure within the Lower East Hickman RSA provides an opportunity to eliminate the four (4) existing, LFUCG-owned pump stations summarized in Table 40

Table 40: PS Elimination Opportunities – Lower East Hickman RSA

The $9M Delong Road PS is currently being designed under LFUCG’s RMP. After construction of the Delong Road PS, the Armstrong Mill Road PS will be abandoned. The anticipated completion date for the Delong Road PS is December 31, 2024. The three Hartland pump stations are expected to be eliminated by infrastructure to be constructed as part of the Expansion Area 1 (Overbrook Farm) development

LFUCG indicated that it was unlikely that a gravity sewer would be constructed through the rural residential properties along Delong Road in the northwest corner of the RSA. A gravity sewer through these properties would allow for the elimination of the East Hickman PS. The PS was recently replaced and a 6.1 MGD WWS facility added as part of LFUCG’s RMP. Consequently, elimination of the East Hickman PS was not considered in wastewater alternatives for the Lower East Hickman RSA.

The Athens Boonesboro RSA (10) naturally drains to the Lower East Hickman RSA. Wastewater pumping facilities proposed in Alternative 10A (Athens Boonesboro RSA) are no longer needed after completion of the wastewater infrastructure in the Lower East Hickman RSA.

No. PS Name Firm Capacity (MGD) Class 1. Delong Road 5.1 A 2. Hartland #1 0.5 C 3. Hartland #2 0.1 C 4. Hartland #3 1.2 C

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None of the other 12 RSA study areas naturally drain to the Lower East Hickman RSA

3.11.2 Land Use and Parcel Data

3.11.2.1 General Land Use

A summary of the land use classifications within the RSA is presented in Figure 16 Information in the pie chart is based on the land use categories in the 2017 RLMP and LFUCG GIS data. Three supplemental land classifications (floodplains, environmentally sensitive areas, and scenic view areas) are included in the 2017 RLMP and LFUCG GIS data. These classifications frequently overlap one or more of the classifications in the pie chart (i.e., the percentages don’t add up to 100%). The supplemental land uses are illustrated in the bar chart in the figure.

Figure 16: Area Metrics, Land Use Categories & Supplemental Classifications

3.11.2.2 Land Type for Wastewater Flow Projections

A summary of land types used for projecting wastewater flow contributions from the RSA is presented in Table 41 Land types within the RSA are illustrated on the wastewater infrastructure maps presented in the following sub-section.

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3.11.2.3 Land Parcel Size Distribution

A summary of the land parcel sizes within the RSA is presented in Table 42. For parcels that extend outside the limits of the study area, the parcel size reported in the table is based on the amount of the parcel that is physically located within the study area. Parcel boundaries are illustrated on the wastewater infrastructure maps presented in the following sub-section.

3.11.3 Wastewater Infrastructure Needs

Projected wastewater flows and infrastructure needs for the RSA are presented in Exhibit No. 11.

Land Use Area (acres) % of Total Area Developable Areas 2,821 61.0 Delong Road Corridor 885 19.2 Floodplains 337 7.3 Parks 0 0.0 PDR 254 5.5 Rural Residential 325 7.0 Rural Settlement 0 0.0 Special Natural Protection Areas 0 0.0 Total = 4,622 100.0

Table 41: Land Type Summary – Lower East Hickman RSA

Land Parcel Size No. of Parcels % of Total Parcels Area (acres) % of Total Area 0 – 5 acres 84 41.0 71 1.6 5.1 acres – 10.0 acres 41 20.0 342 7.7 10.1 acres – 40 acres 56 27.3 848 19.2 40.1 acres – 100 acres 13 6.3 881 19.9 100.1 acres – 200 acres 6 2.9 833 18.9 > 200 acres 5 2.5 1,377 31.2 Roads/Railroads 0 0.0 66 1.5 Total = 205 100.0 4,420 100.0

Table 42: Land Parcel Size Distribution – Lower East Hickman RSA

KEY NOTES

Lower East Hickman Rural Service Area

[ Ú [ Ú [ [ Ú [ Ú [ Ú [ Ú [ Ú U WALNUT CREEKDR JOCASTADR BOLDBIDDERDR M T M C K I N L E Y W A Y TRENTBLVD ELLERSLIE PARK BLVD HAYSBLVD ASHLEYWOODS RD WESTON PARK PWESTON ARK HARTLAND PKWY ROTHBURY RD BERINGERDR PIMLICOPKWY SUNDART DR AZTEC CIR VALHALLA DR GLENOAKWAY SQUIRE WHART AY ARBORCT RTAHOE D MARRSWAY BESEDACT FLORA GLENWAY CROSSEN WAY SUMMERHILLDR WILLMAN WAY HARTSTONDR FARMVIEWDR AFTONPL KELLY CIR HAYS BLVD STOREY CT KAKAGI CT FOX DENCIR CHA F F EY L N CWOODFIELD IR ABBEYWOOD RD CALVA T WINDYKNOLL DR STYXCT RIVER PARKCIR SMOKYMOUNTAINDR SQUIREOAK DR LARKHILLLN TATTON PARK MEADOWVIEW DR STUARTHALLBLVD DELONG RD COTTLEPL HARTLANDWOODSWAY NAKOMIS CT LOGANSFORTLN HOLMES WAY BLEVITODD LVD PBEULAH ARK K E L B U R N C T R I V E R P A R K D R FEATHERSTONDR LINILOCT COLONNADE DR CAMBERLING DR EDNACT NICOLET CT HHUNTING ILLSCT HARTLANDPARKSIDEDR V NEWOOD RD CARETO CT FAULKIRK LN ELG N PL COOL WATERDR RA I N CT OAKPLACE CT H E M P S T E A D D R BROADHEAD PL YOSEMITE WAY FOXHEAD CT OGOLDEN AKDR ARBOR DR JANEBRIGGSAVE MOSSCREEK DR KENESAW DR HIALEIAH CT WOODSPRING DR HAYSBLVD S Q U I R E C R E E K W A Y MASTERS LN CATSK LL CT OMAGNA AKDR CASCADE WAY WYNDHURSTRD GOLDEN GATE PARK OLD HICKORYLN RIVERPARKDR AMBERK I NG CT SUMMA MEADOWDR KEYSTONECT CANONERO DR SEQUOIADR CBILORETE T OAKBROOK DR CENTREPKWY HONEYJAYCT THAMES DR MT WRUSHMORE AY LARKHILL CV WOODBURN HALLRD NORWOOD CIR KALONEWAY C A D D O L A K E C T NIAGARADR PEBBLELAKE DR HOLMHURST WAY ABBEYWOODP L NEEDLERUSH DR ROYAL WOOD RD PTATTON ARK MARCUSTRL RED RIVERDR BRIDLERIDGELN GRACEDR LANARKSHIRE PL BRENTMOOR DR HANNAHTODD PL BRANHAM PARK TROUT CT CLAYWOODCT WOODFIELD CIR MTRAINIERDR GPLEASANT ROVERD BUCKHORN DR BROOKSHIRE CIR KEENELAND CT DREMORA R AKSAR BENPARK CLOVER CREEK CYPRESSCREEKCIR FOXGLOVE PT APHIDSWAY WWINDING OODLN FENWICKRD BEAUFORT DR DEERLAKE DR HUNTINGHILLS DR K TT WAKE DR ARMSTRONGMILLRD BULRUSH TRCE BONHAVEN RD SHELTON RD W E D G E B R O O K D R DELONGCIR CARRIAGELN HARPERWOODS L N GRASSLANDPARK ALUMNI DR SPRINGF ELD DR DFOX ENCIR WEMBLEYLN SQUIRES HILLLN DELONGPL DELONGLN WALNUT HILL RD BROOKMONTELN WALNUTHILLRD COLLIVERLN ATHENSWALNUTHILLPIKE ARMSTRONG MILLRD TATESCREEKRD MANOWARBLVD MANOWARBLVD ATHENSBOONESBORORD ATHENSBOONESBORORD OLD RICHMOND RD 1030 970 980 940 910 1010 970 960 1040 1000970 1050 1 0 1 0 1010 990 940 920 1040 1030 10201010 990 970 950 980 960 9 9 0 9 8 0 980 970 10501040 1020 1 0 1 0 990 950 97 0 960 950 930 920 900 8 9 0 980 950 1030 1 020 1010 1040 1010 990 1000 980 970 930 1020 1000 990 990 980 1 000 990 970 980 9 7 0 920 1 0 5 0 1040 1030 1020 1020 1030 1000 1010 990 980 1000 980 1 0 5 0 1040 1040 1040 1030 10 1 0 2 0 1020 1020 1020 1020 1020 1010 1010 1020 1 0 0 0 990 1000 1 0 0 0 1000 1000 980 1000 9 9 0 990 99 990 1000 1000 990 9 8 0 990 980 980 970 970 970 970 970 970 950 930 1060 1060 1060 1060 1050 1 0 5 0 1050 1050 1050 1050 1030 1030 1040 1030 1 0 4 0 1 0 40 1040 1040 1030 1 0 2 0 1020 1030 1 0 30 1030 1030 1030 1030 1020 1010 1020 1 0 2 0 1020 1020 1020 1010 1010 1010 1010 1010 1010 1010 990 990 1000 1000 1000 990 980 980 980 980 970 970 970 980 970 980 980 980 980 970 970 970 960 960 960 950 950 940 940 940 9 3 0 HARTLAND #2 PS HARTLAND #1 PS ARMSTRONG MILL ROAD PS RIVER PARK PS HARTLAND #3 PS EAST H CKMAN PS DELONG ROAD PS East Hickman Creek She l by Branch 5 0 5 0 0 0 0 0 8 0 8 0 9 0 9 0 5 5 1 0 0 0 1 6 0 0 1 7 0 0 0 0 7 5 0 0 11 Lexington-Fayette Urban County Government Sewer Capabi ity Study U \ 1 7 5 5 6 9 4 6 2 g s m x d s \ 1 1 1 1 m x d R e v s e d 2 0 2 30 82 1 B y g o Lex ngton Fayet e CO KY

D sc a me Th s documen has been prepa ed based on n o ma on p ov ded by o he s as c ed n he No es sec on S an ec has no ve ed he accu acy and o comp e eness o th s n o ma on and sha no be respons b e o any e ro s o om ss ons wh ch may be ncorpo a ed he e n as a esu S an ec assumes no respons b y or da a supp ed n e ec ron c o ma and he ec p en accep s fu espons b y o ve y ng he accuracy and comp e eness o he da a C ent Pro ec F gu e No T le Projec Loca ion at o g na document size o 22x34 ( ¯ 1 n = 1,000 t 1,000 0 1 000 2,000Fee Area Assumed to be Developed to Size Sewer for Area 11 D D 10 11 D D 5 4 1 7 3 9 8 6 2 14 13 12 10 11 * Pa cels c ass ed as "Rura Res den ia " are ess han o equa o 10 acres n s ze & are zoned as res den a These parce s a e app ed WWF based on he acreage but DWF s assumed o be 2 peop e acre Hatched Area Assumed to be Undeveloped (885 Acres) D To Be Eliminated by the Delong Rd PS Project (Planned for Construction 2024) 12 Legend Study Area Parcel Trunk Sewer Collector Sewer Force Main 1% Annual Chance Flood Hazard Waterways Parks Ex Pump Station [ Ú Rural Residential Parcels* [ Ú Ex Pump Station to be Eliminated D Purchase Development Right Parcel Rural Settlements Waterbod es Contour (10') 0.1 MGD 1.2 MGD 0.5 MGD 3.6 MGD Planned 5.1 MGD A J B D E C G H I F K

Proposed 10 MGD PS; ±550 LF 24" Dia. FM to Ex. EH FM & 20 MG WWS Line 1 - ±3,150 LF 18" Dia. Trunk Sewer Line 2 - ±5,200 LF 12" Dia. Trunk Sewer Line 3 - ±11,300 LF 42" Dia.; 11,000 LF 36" Dia.; 7,900 LF 24" Dia.; 750 LF 15" Dia. & 1,900 LF 12" Dia. Line 4 - ±4,750 LF 18" Dia. & 7,350 LF of 12" Dia. Trunk Sewer Line 5 - ±1,900 LF 18" Dia. Trunk Sewer Line 6 - ±2,700 LF 12" Dia. & 4,500 LF of 8" Dia. Trunk Sewer Line 7 - ±3,350 LF 8" Dia. Trunk Sewer Line 8 - ±3,000 LF 8" Dia. Trunk Sewer Line 9 - ±1,100 LF 8" Dia. Trunk Sewer Line 10 - ±3,950 LF of 12" Dia. Trunk Sewer A. B. C. D. E. F. G. H. I. J. K. Alternate 11A - New PS, FM & WWS Flow Contribution to WH WWTP From Area 10 & 11 = 24 MGD WWF & 9 MGD DWF

SEWER CAPABILITY STUDY

Study Areas

August 22, 2023

3.11.3.1 Projected Wastewater Flows

The projected peak dry weather flow from the Lower East Hickman RSA is 9.0 MGD The projection assumes full build-out of the developable areas and connection of existing rural settlements and rural residential areas in the RSA to the public sewer. The projected peak wet weather flow from the Lower East Hickman RSA is 24.0 MGD.

The projected dry and wet weather peak flow projections indicated in the preceding paragraph include the wastewater contribution from the Athens Boonesboro RSA.

The rural residential properties along Delong Road in the northwest corner of the RSA (shaded on the map in Exhibit 11) were excluded from projected wastewater flow calculations

3.11.3.2 Wastewater Infrastructure Alternatives

A single alternative (Alternative 11A) was considered for the Lower East Hickman RSA

Proposed infrastructure in Alternative 11A was designed/sized for a wet weather peak flow of 24.0 MGD, which includes the additional flow contributions from elimination of the four existing LFUCG pump stations identified in Table 40 and the wastewater contribution from the Athens Boonesboro RSA.

Wastewater contributions from the Lower East Hickman RSA are conveyed to the West Hickman WWTP.

Alternative 11A

Alternative 11A includes:

• A 10.0 MGD PS located near the intersection of East Hickman Creek and Tates Creek Road (the PS is sized to accommodate acceptable velocities in the East Hickman force main along Brannon Road that is currently under construction)

• A 20.0 MG WWS facility at the proposed PS

Siting the WWS facility at the West Hickman WWTP could also be considered, but would require upsizing the PS described in the bullet above as well as the East Hickman force main along Brannon Road to convey the increased peak flows

• Approximately 550 LF of 24-inch force main extending from the proposed PS to the East Hickman PS force main.

• Approximately 11,300 LF of 42-inch; 11,000 LF of 36-inch; 7,900 LF of 24-inch; 750 LF of 15inch; & 1,900 LF of 12-inch gravity sewer (Line D in Figure A.11 in Appendix A) extending along East Hickman Creek from the proposed 2.0 MGD PS location (in Alternative 10A) to the proposed 10 MGD PS at Tates Creek Road

• Approximately 3,150 LF of 18-inch gravity sewer extending from the Hartland #3 PS, through Expansion Area #1, to the proposed Line D gravity sewer along East Hickman Creek near the proposed 30.0 MGD PS

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Study Areas

August 22, 2023

• Approximately 1,100 LF of 8-inch gravity sewer extending from the Hartland #2 PS to the proposed 18-inch gravity sewer from the Hartland #3 PS

• Approximately 5,200 LF of 12-inch gravity sewer extending from the Hartland #1 PS, through Expansion Area #1, to the proposed Line D gravity sewer along East Hickman Creek (near southeast corner of 5460 Tates Creek Road property)

• Approximately 1,900 LF of 18-inch gravity sewer extending from the planned Delong Road PS to the proposed Line D gravity sewer along East Hickman Creek (near 2200 Delong Road)

• Approximately 4,750 LF of 18-inch and 7,350 LF of 12-inch gravity sewer extending from Old Richmond Road (near 5366 Old Richmond Road) to the Line D gravity sewer along East Hickman Creek (near 2525 Delong Road)

• Approximately 3,350 LF of 8-inch gravity sewer extending from 560 Delong Road to the Line D gravity sewer along East Hickman Creek (near 825 Walnut Hill Road)

• Approximately 3,000 LF of 8-inch gravity sewer extending from 4175 Old Richmond Road to the Line D gravity sewer along East Hickman Creek (near 4485 Old Richmond Road)

• Approximately 2,700 LF of 12-inch and 4,500 LF of 8-inch gravity sewer extending from 4715 Athens Walnut Hill Pike to the Line D gravity sewer along East Hickman Creek (near 995 Walnut Hill Road)

• Approximately 3,950 LF of 12-inch gravity sewer extending from the southeast end of 4959 Old Richmond Road to the Line D gravity sewer along East Hickman Creek (near the northern end of 4959 Old Richmond Road)

• Elimination of the four existing, LFUCG pump stations identified in Table 40

The proposed wastewater infrastructure in Alternative 11A should be considered long-term assets by LFUCG. The subsequent addition of any of the other RSA study areas to the USA does not require modification or abandonment of the gravity sewer in the Lower East Hickman RSA (Proposed sizes/capacities in Alternative 11A already include future contributions from the Athens Boonesboro RSA.)

3.11.3.3 Costs

The OPCC for Alternative 11A is presented in Table 43. A detailed cost derivation for the alternative is presented in Appendix B

Study Areas

August 22, 2023

Table 43: Wastewater Infrastructure OPCC – Lower East Hickman RSA

3.11.3.4 Considerations

1. Elimination of the existing pump stations (Hartland #1, Hartland #2, Hartland #3, and Delong Road) provides immediate base flow for the proposed PS and lower portion of the gravity sewer identified in Alternative 11A The availability/viability of minimum flows in proposed public wastewater infrastructure minimizes the risk of operation and maintenance issues.

2. The proposed gravity sewers upstream of the Delong Road PS are reliant upon development within the RSA (or the Athens Boonesboro RSA) to provide minimum flows More frequent maintenance in these trunk sewers may be warranted until developable areas within the RSA are connected to the sewer system.

3. The gravity sewer in Alternative 11A does not require modification or abandonment from expansion of the USA to include any of the other study areas considered in this report.

4. LFUCG should consider elimination of the Reserve PS (5397 Tates Creek Road) if the Lower East Hickman RSA is incorporated into the USA. Elimination of the Reserve PS may be achieved through construction of a gravity sewer that extends across the 5447 Tates Creek Road property to the proposed 10.0 MGD PS at Tates Creek Road in Alternative 11A. The gravity sewer needed to eliminate the PS would extend outside the boundary of Lower East Hickman RSA and the current USA.

5. LFUCG participation in the construction of the proposed alternatives is moderate as about 20% of the total peak wet weather flow at the downstream end of the Avon/I-64 RSA originates from the existing LFUCG wastewater system within the current USA

6. The lower segments of the infrastructure needed to serve the Lower East Hickman RSA is dependent on infrastructure planned for Expansion Area 1 (EA1). Given that over 20 years has passed since EA1 was added to the USA and no development has occurred in EA1 since then, the likelihood of near-term Lower East Hickman development, utilizing EA1 supported infrastructure, seems remote.

7. Given that LFUCG has recently replaced the Hartland #3 PS, improved the Hartland #2 PS, and is breaking ground on the new Delong Road PS, the City’s near-term motivation for participating in the capital cost for supporting infrastructure is low.

SEWER CAPABILITY STUDY

Description Alternative 11A Trunk Sewers 44,601,661 Force Main 265,593 PS 7,159,178 WWS 20,669,542 Miscellaneous Structures 0 New WWTP 0 Demolishing/Abandonment of Existing Facilities 240,000 Total1 = $ 94,820,000

Total includes 30% contingency.

Study Areas

August 22, 2023

3.12 BOONESBORO MANOR RSA (12)

3.12.1 General

The Boonesboro Manor RSA is in southeast Fayette County on the west side of I-75 near the Athens-Boonesboro Road interchange Properties within the area naturally drain to the existing Boonesboro Manor PS.

The Boonesboro Manor RSA encompasses a gross area of about 504 acres. A total of 46 acres (about 9% of the RSA) are participating in PDR agreements with LFUCG

Construction of wastewater infrastructure within the Boonesboro Manor RSA does not provide an opportunity to eliminate any of LFUCG’s existing pump stations or impact planned RMP improvements.

None of the other 13 RSA study areas naturally drain to the Boonesboro Manor RSA

The Boonesboro Manor RSA naturally drains to the Canebrake Drive RSA (and ultimately to the Blue Sky PS) The existing Boonesboro Manor PS is located at the downstream boundary between the two RSAs and discharges into the force main for the Blue Sky PS. The Boonesboro Manor PS was completed in 2016 and was designed to be upgradable (i.e., larger wet wells are available for the addition of new pumps as the flows increase) Elimination of the PS (via a gravity trunk sewer under I-75 to Blue Sky RSA) was not considered in the wastewater alternatives for the Boonesboro Manor RSA Wastewater alternatives for the Canebrake Drive RSA do not include wastewater contributions from the Boonesboro Manor RSA.

LFUCG and JFG Enterprises, Inc. entered into an Agreement on September 25, 2014. The Agreement limited the contribution from the Boonesboro Manor PS to the Blue Sky force main to a maximum peak flow of 500 gallons per minute (gpm), or 0.72 MGD

3.12.2 Land Use and Parcel Data

3.12.2.1 General Land Use

A summary of the land use classifications within the RSA is presented in Figure 17. Information in the pie chart is based on the land use categories in the 2017 RLMP and LFUCG GIS data Three supplemental land classifications (floodplains, environmentally sensitive areas, and scenic view areas) are included in the 2017 RLMP and LFUCG GIS data These classifications frequently overlap one or more of the

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Study Areas

August 22, 2023

classifications in the pie chart (i.e., the percentages don’t add up to 100%) The supplemental land uses are illustrated in the bar chart in the figure

Figure 17: Area Metrics, Land Use Categories & Supplemental Classifications

3.12.2.2 Land Type for Wastewater Flow Projections

A summary of land types used for projecting wastewater flow contributions from the RSA is presented in Table 44. Land types within the RSA are illustrated on the wastewater infrastructure maps presented in the following sub-section.

Table 44: Land Type Summary – Boonesboro Manor RSA

Land Use Area (acres) % of Total Area Developable Areas 418 84.8 Already Developed 10 Floodplains 0 0.0 Parks 0 0.0 PDR 46 9.2 Rural Residential 30 6.0 Rural Settlement 0 0.0 Special Natural Protection Areas 0 0.0 Total = 504 100.0

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August 22, 2023

3.12.2.3 Land Parcel Size Distribution

A summary of the land parcel sizes within the RSA is presented in Table 45 For parcels that extend outside the limits of the study area, the parcel size reported in the table is based on the amount of the parcel that is physically located within the study area. Parcel boundaries are illustrated on the wastewater infrastructure maps presented in the following sub-section

Table 45: Land Parcel Size Distribution – Boonesboro Manor RSA

3.12.3 Wastewater Infrastructure Needs

Projected wastewater flows and infrastructure needs for the RSA are presented in Exhibit No. 12

Land Parcel Size No. of Parcels % of Total Parcels Area (acres) % of Total Area 0 – 5 acres 13 48.2 23 4.6 5.1 acres – 10.0 acres 5 18.5 46 9.2 10.1 acres – 40 acres 6 22.2 94 18.6 40.1 acres – 100 acres 2 7.4 136 27.0 100.1 acres – 200 acres 1 3.7 170 33.7 > 200 acres 0 0 0 0.0 Roads/Railroads 0 0.0 35 6.9 Total = 27 100.0 504 100.0

KEY NOTES

BLUE SKYPKWY CANEBRAKE DR DOERUNTRL ASHLEY WOODS RD H A N N A H T O D D P L BR I ER CV CANEBRAKE CT LARKHILLLN LOGANSFORT HOLMESWAY LEVITODDBLVD SWANTONDR BULRUSHTRCE BULRUSHTRCE JANEBRIGGSAVE CANEBRAKECT CAMPHORWAY STUARTHALL BLVD W LLMAN WAY EMILIELN RICHARDSONPL LARKHILLCV KASPCT C U T T E R S H I L L C T UN I TED C T FOXGLOVE PT ATHENSBOONESBORORD ATHENSWALNUTHILLPIKE S 7 5 R A M P S 75 RAMP S 75 RAMP N 75RAMP N 7 5 R A M P ATHENSBOONESBORORD N75RAMP S 75RAMP S 7 5 S 75 RAMP OLD RICHMOND RD N 75 RAMP N 7 5 1030 1000 990 980970 950 940 930 1040 1020 1020 1010 1040 1030 1 0 2 0 1010 1040 1020 10501040 1030 10401030 11030 020 11020 000 990 970 1 0 0 0 9 8 0 980 970 960 960 950 10201010 950 930 940 930 1 0 6 0 1 0 5 0 10501040 1050 1040 970 960 1050 1040 1040 1030 10301020 1020 1010 1000 990 970 960 920 910 960 1020 1060 1030 1 040 950 940 1040 1030 1030 940 950 1040 1060 1030 1040 1 0 3 0 1040 1030 1020 1020 1010 1020 1020 1010 1 0 2 0 960 9 5 0 950 1060 1060 1060 1060 1060 1060 1060 1060 1050 1 0 5 0 1050 1050 1050 1050 1050 1050 1050 1040 1030 1030 1 0 3 0 1040 1 0 4 0 1040 1040 1030 1030 1030 1040 1020 1 0 2 0 1020 1030 1010 1010 1010 1020 1020 1010 1000 1000 990 970 970 970 940 930 930 920 9 2 0 1050 BLUE SKY PS BOONESBORO MANOR PS BoggsFork B a u g h m a n F o r k 0 0 0 0 0 0 6 0 6 0 1 7 0 0 7 5 0 12 Lexington-Fayette Urban County Government Sewer Capabi ity Study U \ 1 7 5 5 6 9 4 6 2 g s m x d s \ 1 2 \ N e w 1 2 0 6 0 9 2 3 m x d R e v s e d : 2 0 2 30 82 1 B y : g o f Lex ngton Fayet e CO KY

D sc a me Th s documen has been prepa ed based on n o ma on p ov ded by o he s as c ed n he No es sec on S an ec has no ve ed he accu acy and o comp e eness o th s n o ma on and sha no be respons b e o any e ro s o om ss ons wh ch may be ncorpo a ed he e n as a esu S an ec assumes no respons b y or da a supp ed n e ec ron c o ma and he ec p en accep s fu espons b y o ve y ng he accuracy and comp e eness o he da a C ent Pro ec F gu e No T le Projec Loca ion a or g na documen s ze o 22x34 ( ¯ 1 n = 500 t 500 0 500 1,000Fee 13 14 11 10 12 5 4 1 7 3 9 8 6 2 14 13 12 10 11 * Pa cels c ass ed as "Rura Res den ia " are ess han o equa o 10 acres n s ze & are zoned as res den a These parce s a e app ed WWF based on he acreage but DWF s assumed o be 2 peop e acre Legend Study Area Parcel Trunk Sewer Collector Sewer Force Main 1% Annual Chance Flood Hazard Waterways Parks Ex Pump Station [ Ú Rural Residential Parcels* [ Ú Ex Pump Station to be Eliminated D Purchase Development Right Parcel Rural Settlements Waterbod es Contour (10') Hatched Area Already Developed: Flow Pro ections Based on Existing Sewer Flows A C B D 1.2 MGD (Estimated from Model) 2.7 MGD (Estimated from Model) Alternate 12A - Gravity to Boonesboro Manor PS Flow Contribution to WH WWTP From Area 12 Alone = 3 MGD WWF & 1 MGD DWF

Boonesboro Manor Rural Service Area

±3,550 LF 15" Dia. Trunk Sewer Line

Dia.

Line 3

±1,450 LF 8" Dia. Trunk Sewer Peak Flow from Area 12 Contributing to BM PS = 3.0 MGD A. B. C. D.

Line 1 -

2 - ±1,200

12" Dia. & 1,800

Trunk Sewer

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August 22, 2023

3.12.3.1 Projected Wastewater Flows

The projected peak dry weather flow from the Boonesboro Manor RSA is 1.0 MGD The projection assumes full build-out of the developable areas and connection of existing rural settlements and rural residential areas in the RSA to the public sewer. The projected peak wet weather flow from the Boonesboro Manor RSA is 3.0 MGD.

3.12.3.2 Wastewater Infrastructure Alternatives

A single alternative (Alternative 12A) was considered for the Boonesboro Manor RSA

Wastewater contributions from the Boonesboro Manor RSA are conveyed via the force main for the Blue Sky PS to the East Hickman Sewershed and the West Hickman WWTP.

Alternative 12A

Alternative 12A consists of three gravity trunk sewers needed to convey wastewater contributions in the RSA to the existing Boonesboro Manor PS at 5305 Athens-Boonesboro Road.

• Approximately 3,550 LF of 15-inch gravity sewer originating in the northern portion of the RSA (near 4610 Willman Way) and terminating at the Boonesboro Manor PS

• Approximately 1,200 LF of 12-inch and 1,800 LF of 8-inch gravity sewer extending from 195 Ashley Woods Road to the Boonesboro Manor PS

• Approximately 1,450 LF of 8-inch gravity sewer extending from 5380 Athens-Boonesboro Road to the proposed 8-inch/12-inch gravity sewer (near 151 Doe Run Trail)

Alternative 12A also assumes the addition/replacement of pumps in the existing “expansion wet wells” at the Boonesboro Manor PS. LFUCG already has plans to accommodate this upgrade when needed to support the current footprint of the development agreement for the Boonesboro Manor area. If additional modifications are required to the PS to meet the needs of development of this RSA, those costs would be assumed to be incurred by the developer as additional infrastructure needs for this alternative.

The proposed wastewater infrastructure in Alternative 12A should be considered long-term assets by LFUCG. The subsequent addition of any of the other RSA study areas to the USA does not require modification or abandonment of the gravity sewer in the Boonesboro Manor RSA

3.12.3.3 Costs

The OPCC for Alternative 12A is presented in Table 46. A detailed cost derivation for the alternative is presented in Appendix B

SEWER CAPABILITY STUDY

3.12.3.4 Considerations

1. The proposed gravity sewers in Alternative 12A are reliant upon development within the RSA to provide minimum flows More frequent maintenance in these trunk sewers may be warranted until developable areas within the RSA are connected to the sewer system.

2. The gravity sewers identified in Alternative 12A do not require modification or abandonment from expansion of the USA to include any of the other study areas considered in this report.

3. The projected peak flow contribution from the Boonesboro Manor PS exceeds the 500 gpm maximum stipulated in the 2014 Agreement between LFUCG and JFG Enterprises, Inc. That agreement was for the existing service area identified therein, expansion of that footprint would require additional cost inputs by those properties that comprise the expansion.

4. LFUCG participation in the construction of the proposed alternative minimal as the proposed infrastructure will service only properties within the RSA. As flows to the existing Boonesboro Manor PS increase, new pumps and transitioning to the existing, larger wet wells at the PS will be required.

5. Wastewater Infrastructure costs could be reduced by terminating Line B shown on Exhibit 12 so that the Rural Residential and PDR parcels are omitted from this RSA.

Study Areas

August 22, 2023

Description Alternative 12A Trunk Sewers 3,364,387 Force Main 0 PS 0 WWS 0 Miscellaneous Structures 0 New WWTP 0 Demolishing/Abandonment of Existing Facilities 0 Total1 = $4,370,000

Table 46: Wastewater Infrastructure OPCC – Boonesboro Manor RSA

1 Total includes 30% contingency.

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August 22, 2023

3.13 CANEBRAKE DRIVE RSA (13)

3.13.1 General

The Canebrake Drive RSA is in southeast Fayette County on the east side of I-75 near the Athens-Boonesboro Road interchange Properties within the area naturally drain to the existing Blue Sky PS.

The Canebrake Drive RSA encompasses a gross area of about 188 acres. None of the properties in the RSA are participating in PDR agreements with LFUCG

Construction of wastewater infrastructure within the Canebrake Drive RSA does not provide an opportunity to eliminate any of LFUCG’s existing pump stations or impact planned RMP improvements.

The Boonesboro Manor RSA naturally drains to the Canebrake Drive RSA Wastewater contributions from the Boonesboro Manor RSA are intercepted by the existing Boonesboro Manor PS Wastewater flow contributions from the Boonesboro Manor RSA are not assumed in the sizing/design of wastewater infrastructure improvements in the Canebrake Drive RSA

3.13.2 Land Use and Parcel Data

3.13.2.1 General Land Use

A summary of the land use classifications within the RSA is presented in Figure 18. Information in the pie chart is based on the land use categories in the 2017 RLMP and LFUCG GIS data. Three supplemental land classifications (floodplains, environmentally sensitive areas, and scenic view areas) are included in the 2017 RLMP and LFUCG GIS data. These classifications frequently overlap one or more of the classifications in the pie chart (i.e., the percentages don’t add up to 100%). The supplemental land uses are illustrated in the bar chart in the figure.

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August 22, 2023

Figure 18: Area Metrics, Land Use Categories & Supplemental Classifications

3.13.2.2 Land Type for Wastewater Flow Projections

A summary of land types used for projecting wastewater flow contributions from the RSA is presented in Table 47. Land types within the RSA are illustrated on the wastewater infrastructure maps presented in the following sub-section.

Land Use Area (acres) % of Total Area Developable Areas 149 79.2 Floodplains 2 1.2 Parks 0 0.0 PDR 0 0.0 Rural Residential 37 19.6 Rural Settlement 0 0.0 Special Natural Protection Areas 0 0.0 Total = 188 100.0

Table 47: Land Type Summary – Canebrake Drive RSA

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Study Areas

August 22, 2023

3.13.2.3 Land Parcel Size Distribution

A summary of the land parcel sizes within the RSA is presented in Table 48 For parcels that extend outside the limits of the study area, the parcel size reported in the table is based on the amount of the parcel that is physically located within the study area. Parcel boundaries are illustrated on the wastewater infrastructure maps presented in the following sub-section

Table

3.13.3 Wastewater Infrastructure Needs

Projected wastewater flows and infrastructure needs for the RSA are presented in Exhibit No. 13

Land Parcel Size No. of Parcels % of Total Parcels Area (acres) % of Total Area 0 – 5 acres 7 36.8 12 6.2 5.1 acres – 10.0 acres 3 15.8 25 13.5 10.1 acres – 40 acres 9 47.4 129 68.6 40.1 acres – 100 acres 0 0 0 0.0 100.1 acres – 200 acres 0 0 0 0.0 > 200 acres 0 0 0 0.0 Roads/Railroads 0 0.0 22 11.7 Total = 19 100.0 188 100.0

48: Land Parcel Size Distribution – Canebrake Drive RSA

Alternate 13A - Gravity to Blue Sky PS

Flow Contribution to WH WWTP From Area 13

Alone = 1.1 MGD WWF & 0.4 MGD DWF

SHEET KEY NOTES

Line 1 - ±2,500 LF 8" Dia. Trunk Sewer & ±3,700 LF 12" Dia. Trunk Sewer to Blue Sky PS

Line 2 - ±1,400 LF 8" Dia. Trunk Sewer

Peak flow from Area 13 contributing to Blue

Sky PS = 1.1 MGD

DOERUNTRL ASHLEY WOODS RD CANEBRAKE CT CANEBRAKECT BLUE SKYPKWY C U T T E R S H I L L C T UN I TED C T CANEBRAKE DR S 75 RAMP ATHENSBOONESBORORD S 7 5 R A M P

N 75 RAMP S75RAMP S 75 RAMP N 7 5 R A M P S 7 5 N 7 5 950 940 930 1030 1020 1010 1 0 0 0 9 9 0 980 1 040 960 950 10101000990 1040 1020 10101000990980 980 960 950 960 950 920 1030 1 0 1 0 990 970 60 950 950 940 950 940 930 10501040 1010 1000990 970 960 950 1060 1050 1060 1050 930 920 1 0 940 1 0 2 0 980 960 1040 1020 1010 1010 990 1050 1040 1 0 5 0 1050 1040 1040 1030 1020 1020 1020 1020 1020 990 960 940 940 930 930 910 910 BLUE SKY PS BOONESBORO MANOR PS 7 0 0 0 13 Lexington-Fayette Urban County Government Sewer Capabi ity Study U \ 1 7 5 5 6 9 4 6 2 g s m x d s \ 1 3 \ 1 3 1 0 7 m x d R e v s e d : 2 0 2 30 82 1 B y : g o f Lex ngton Fayet e CO KY

Area D sc a me Th s documen has been prepa ed based on n o ma on p ov ded by o he s as c ed n he No es sec on S an ec has no ve ed he accu acy and o comp e eness o th s n o ma on and sha no be respons b e o any e ro s o om ss ons wh ch may be ncorpo a ed he e n as a esu S an ec assumes no respons b y or da a supp ed n e ec ron c o ma and he ec p en accep s fu espons b y o ve y ng he accuracy and comp e eness o he da a C ent Pro ec F gu e No T le Projec Loca ion a or g na documen s ze o 22x34 ( ¯ 1 n = 300 t 300 0 300 600 Fee 13 10 12 14 5 4 1 7 3 9 8 6 2 14 13 12 10 11 * Pa cels c ass ed as "Rura Res den ia " are ess han o equa o 10 acres n s ze & are zoned as res den a These parce s a e app ed WWF based on he acreage but DWF s assumed o be 2 peop e acre Legend Study Area Parcel Trunk Sewer Collector Sewer Force Main 1% Annual Chance Flood Hazard

Parks Ex Pump Station [ Ú Rural Residential Parcels* [ Ú Ex Pump Station to be Eliminated D Purchase Development Right Parcel Rural Settlements

Contour (10') B A

ATHENSBOONESBORORD

Canebrake Drive Rural Service

Waterways

Waterbod es

C 1.2 MGD (Estimated from Model) 2.7 MGD (Estimated from Model)

A. B. C.

SEWER CAPABILITY STUDY

Study Areas

August 22, 2023

3.13.3.1 Projected Wastewater Flows

The projected peak dry weather flow from the Canebrake Drive RSA is 0.4 MGD. The projection assumes full build-out of the developable areas and connection of existing rural settlements and rural residential areas in the RSA to the public sewer. The projected peak wet weather flow from the Canebrake Drive RSA is 1.1 MGD.

3.13.3.2 Wastewater Infrastructure Alternatives

A single alternative (Alternative 13A) was considered for the Canebrake Drive RSA

Wastewater contributions from the Canebrake Drive RSA are conveyed via gravity sewers to the Blue Sky PS and the West Hickman WWTP.

Alternative 13A

Alternative 13A consists of three gravity trunk sewers needed to convey wastewater contributions in the RSA to the existing Blue Sky PS at 401 Blue Sky Parkway.

• Approximately 3,700 LF of 12-inch and 2,500 LF of 8-inch gravity sewer originating in the northern portion of the RSA (near 501 Canebrake Drive) and terminating at the Blue Sky PS

• Approximately 1,400 LF of 8-inch gravity sewer extending from 5535 Athens-Boonesboro Road to the proposed, 12-inch Blue Sky trunk sewer in the previous bullet

The proposed wastewater infrastructure in Alternative 13A should be considered long-term assets by LFUCG The subsequent addition of any of the other RSA study areas to the USA does not require modification or abandonment of the gravity sewer in the Canebrake Drive RSA

3.13.3.3 Costs

The OPCC for Alternative 13A is presented in Table 49. A detailed cost derivation for the alternative is presented in Appendix B

CAPABILITY

3.13.3.4 Considerations

1. The proposed gravity sewers in Alternative 13A are reliant upon development within the RSA to provide minimum flows More frequent maintenance in these trunk sewers may be warranted until developable areas within the RSA are connected to the sewer system.

2. The gravity sewers identified in Alternative 13A do not require modification or abandonment from expansion of the USA to include any of the other study areas considered in this report.

3. LFUCG participation in the construction of the proposed alternative minimal as the proposed infrastructure will service only properties with the RSA

SEWER

STUDY Study Areas August 22, 2023

Description Alternative 13A Trunk Sewers 3,047,479 Force Main 0 PS 0 WWS 0 Miscellaneous Structures 0 New WWTP 0 Demolishing/Abandonment of Existing Facilities 0 Total1 = $ 3,960,000

Table 49: Wastewater Infrastructure OPCC – Canebrake Drive RSA

1 Total includes 30% contingency.

Study Areas

August 22, 2023

3.14 BLUE SKY RSA (14)

3.14.1 General

The Blue Sky RSA is in southeast Fayette County east of I-75 near the AthensBoonesboro Road Interchange Properties within the area naturally drain south, away from Athens-Boonesboro Road and the existing Blue Sky PS

The Blue Sky RSA encompasses a gross area of about 90 acres None of the properties in the RSA are participating in PDR agreements with LFUCG.

There is an existing privately-owned PS that serves the hotel at 5532 Athens-Boonesboro Road and discharges to the LFUCG-owned gravity sewer on Blue Sky Parkway (at manhole BC1_12) Construction of wastewater infrastructure within the Blue Sky RSA provides an opportunity to eliminate the privately-owned PS.

Construction of wastewater infrastructure within the Blue Sky RSA does not provide an opportunity to eliminate any other existing pump stations or impact planned RMP improvements.

None of the other 13 RSA study areas naturally drain to the Blue Sky RSA. Similarly, the Blue Sky RSA does not naturally drain to any of the other 13 RSA study areas.

3.14.2 Land Use and Parcel Data

3.14.2.1 General Land Use

A summary of the land use classifications within the RSA is presented in Figure 19 Information in the pie chart is based on the land use categories in the 2017 RLMP and LFUCG GIS data. Three supplemental land classifications (floodplains, environmentally sensitive areas, and scenic view areas) are included in the 2017 RLMP and LFUCG GIS data. These classifications frequently overlap one or more of the classifications in the pie chart (i.e., the percentages don’t add up to 100%). The supplemental land uses are illustrated in the bar chart in the figure

SEWER CAPABILITY STUDY

100

SEWER CAPABILITY STUDY

Study Areas

August 22, 2023

Figure 19: Area Metrics, Land Use Categories & Supplemental Classifications

3.14.2.2 Land Type for Wastewater Flow Projections

A summary of land types used for projecting wastewater flow contributions from the RSA is presented in Table 50. Land types within the RSA are illustrated on the wastewater infrastructure maps presented in the following sub-section.

101

Land Use Area (acres) % of Total Area Developable Areas 50 55.6 Already Developed (I-75/Blue Sky) 40 44.4 Floodplains 0 0.0 Parks 0 0.0 PDR 0 0.0 Rural Residential 0 0.0 Rural Settlement 0 0.0 Special Natural Protection Areas 0 0.0 Total = 90 100.0

Table 50: Land Type Summary – Blue Sky RSA

SEWER CAPABILITY STUDY

Study Areas

August 22, 2023

3.14.2.3 Land Parcel Size Distribution

A summary of the land parcel sizes within the RSA is presented in Table 51. For parcels that extend outside the limits of the study area, the parcel size reported in the table is based on the amount of the parcel that is physically located within the study area. Parcel boundaries are illustrated on the wastewater infrastructure maps presented in the following sub-section

Table 51: Land Parcel Size Distribution – Blue Sky RSA

3.14.3 Wastewater Infrastructure Needs

Projected wastewater flows and infrastructure needs for the RSA are presented in Exhibit No. 14

102

Land Parcel Size No. of Parcels % of Total Parcels Area (acres) % of Total Area 0 – 5 acres 14 77.8 21 23.3 5.1 acres – 10.0 acres 3 16.7 18 20.1 10.1 acres – 40 acres 1 5.5 31 34.5 40.1 acres – 100 acres 0 0 0 0.0 100.1 acres – 200 acres 0 0 0 0.0 > 200 acres 0 0 0 0.0 Roads/Railroads 0 0.0 20 22.1 Total = 18 100.0 90 100.0

KEY NOTES

Line 1 - ±1,400 LF 8" Dia. Trunk Sewer

Proposed 0.3 MGD PS

Line 2 - ±2,000 LF 4" Dia. FM to BS PS Eliminate Existing Private PS (Currently Serving LFUCG Customers)

[ Ú BLUESKYPKWY CANEBRAKEDR DOERUNTRL ATHENSBOONESBORORD SWANTONDR BLUESKYPKWY S 7 5 R A M P S 75 RAMP N 75 RAMP N 7 5 R A M P ATHENSBOONESBORORD N 75 RAMP S 75 RAMP S75RAMP S 7 5 N 75 RAMP N 7 5 S 75 RAMP 1000 990 980 970 960 950 1020 930 940 920 1 0 5 0 1000 1060 1 020 105010401030 1050 1020 1030 1 0 1 0 980 970 960 950 1040 1030 1030 1020 1010 1000 1000 990 980 970 970 960 1030 1020 1050 1 0 4 0 0 1040 990 980 970 960 1040 1040 1 0 2 0 990 950 1050 1040 1 0 3 0 1030 1 0 4 0 1020 1030 1020 9 8 0 1040 1040 1020 1020 1020 1020 1000 00 1000 990 990 1000 9 9 0 970 9 7 0 9 6 0 960 940 930 910 990 BoggsFork 0 0 0 0 14 Lexington-Fayette Urban County Government Sewer Capabi ity Study U \ 1 7 5 5 6 9 4 6 2 g s m x d s \ 1 4 \ 1 4 r e v 1 m x d R e v s e d : 2 0 2 30 82 1 B y : g o f Lex ngton Fayet e CO KY Blue Sky Rural Service Area D sc a me Th s documen has been prepa ed based on n o ma on p ov ded by o he s as c ed n he No es sec on S an ec has no ve ed he accu acy and o comp e eness o th s n o ma on and sha no be respons b e o any e ro s o om ss ons wh ch may be ncorpo a ed he e n as a esu S an ec assumes no respons b y or da a supp ed n e ec ron c o ma and he ec p en accep s fu espons b y o ve y ng he accuracy and comp e eness o he da a C ent Pro ec F gu e No T le Projec Loca ion a or g na documen s ze o 22x34 ( ¯ 1 n = 200 t 200 0 200 400 Fee 13 12 14 5 4 1 7 3 9 8 6 2 14 13 12 10 11 * Pa cels c ass ed as "Rura Res den ia " are ess han o equa o 10 acres n s ze & are zoned as res den a These parce s a e app ed WWF based on he acreage but DWF s assumed o be 2 peop e acre Legend Study Area Parcel Trunk Sewer Collector Sewer Force Main 1% Annual Chance Flood Hazard Waterways Parks Ex Pump Station [ Ú Rural Residential Parcels* [ Ú Ex Pump Station to be Eliminated D Purchase Development Right Parcel Rural Settlements Waterbod es Contour (10') Hatched Area Already Developed: Flow Projections Based on Existing Sewer F ows B A C D Flow Contribution to WH WWTP From Area 14 Alone = 0.3 MGD WWF & 0.1 MGD DWF Alternate 14A - PS & FM to BS PS

A. B. C. D.

SEWER CAPABILITY STUDY

Study Areas

August 22, 2023

3.14.3.1 Projected Wastewater Flows

The projected peak dry weather flow from the Blue Sky RSA is 0.1 MGD The projection assumes full build-out of the developable areas and connection of existing rural settlements and rural residential areas in the RSA to the public sewer. The projected peak wet weather flow from the Blue Sky RSA is 0.3 MGD. These flows do not include contributions from LFUCG’s existing wastewater system

3.14.3.2 Wastewater Infrastructure Alternatives

A single alternative (Alternative 14A) was considered for the Blue Sky RSA

Wastewater contributions from the Blue Sky RSA are conveyed to the Blue Sky PS and the West Hickman WWTP and would have a negligible impact on WWTP capacity.

Alternative 14A

Alternative 14A includes a 0.3 MGD PS located along the southern boundary of the RSA (5660 AthensBoonesboro Road) Approximately 1,400 LF of 8-inch gravity sewer extends from Athens-Boonesboro Road (near the hotel PS) to the proposed 0.3 MGD PS. Approximately 2,000 LF of 4-inch force main extends from the PS to existing manhole BC1_12 (near 101 Blue Sky Parkway).

The proposed wastewater infrastructure in Alternative 14A should be considered long-term assets by LFUCG The subsequent addition of any of the other RSA study areas to the USA does not require modification or abandonment of the gravity sewer in the Blue Sky RSA

3.14.3.3 Costs

The OPCC for Alternative 14A is presented in Table 52. A detailed cost derivation for the alternative is presented in Appendix B.

Table 52: Wastewater Infrastructure OPCC – Blue Sky RSA

104

Description Alternative 14A Trunk Sewers 536,768 Force Main 333,872 PS 220,792 WWS 0 Miscellaneous Structures 0 New WWTP 0 Demolishing/Abandonment of Existing Facilities 30,000 Total1 = $ 1,460,000 1 Total includes 30% contingency.

SEWER CAPABILITY STUDY

Study Areas

August 22, 2023

3.14.3.4 Considerations

1. Elimination of the existing privately-owned PS provides immediate base flow for the proposed PS and gravity sewer identified in Alternative 14A The availability/viability of minimum flows in proposed public wastewater infrastructure minimizes the risk of operation and maintenance issues.

2. The gravity sewers identified in Alternative 14A do not require modification or abandonment from expansion of the USA to include any of the other study areas considered in this report.

3. Elimination of the privately-owned PS removes the service risk of having LFUCG customers served by privately-owned facilities.

4. Further refinement of the hydraulic models and flow monitoring in the Blue Sky service is area is recommended to verify actual flows relative to the capacity of the Blue Sky PS as part of further evaluations of Alternative 14A.

5. LFUCG participation in the construction of the proposed alternative minimal as the proposed infrastructure services only properties within the RSA. The existing hotel PS that is slated for abandonment/demolition as part of Alternative 14A is a private PS and LFUCG participation is similarly anticipated to be minimal.

105

APPENDIX A

RSA Wastewater Alternative Maps

Alternate 1A - WWTP & WWS

Alternate 1B - New PS, WWS, & FM to SE FM

All Alternates - Proposed Trunk Sewer

KEY NOTES

Proposed 8 MGD WWTP (24 MGD wet weather hydraulic capacity) w/ 6 MG WWS

Proposed 4 MG WWS & 32 MGD PS

Line 1 - ±6,850 LF 48" Dia. Trunk Sewer

Line 2 - ±5,000 LF 12" Dia. Trunk Sewer

Line 5 - ±6,950 LF 36" Dia. FM to Ex. SE FM

Line 3 - ±2,300 LF 12" Dia. Trunk Sewer

South Elkhorn Rural Service Area

Lower

5 MGD WWF & 2 MGD DWF

Flow Contribution to WH WWTP From Area 1 Alone =

A. B. C. D. E. F.

KEY NOTES

Proposed 3 MG WWS & 4.6 MGD PS (Sized to match RMP Design Capacity for Mint Lane PS)

Line 3 - ±4,500 LF 16" Dia. FM to Ex. ML FM

Line 2 - ±2,550 LF 18" Dia. Trunk Sewer (Sized to include Area 3)

Line 1 - ±4,500 LF 24" Dia. Trunk Sewer

COST AVOIDED: Current RMP calls for a new 4.6 MGD Mint Lane PS

NOTE: All infrastructure designed to accommodate flows for the development of Area 3.

Flow

Alternate 2A - WWS, PS, & FM to ML FM

Contribution

Area 2

= 3

MGD

to WH WWTP From

Alone

MGD WWF

1.1

DWF

B. C.

Alternate 3A - New FM to Area 2 Trunk Sewer

Alternate 3B - New FM to Mint Lane PS

All Alternates - New PS & Trunk Sewer

Flow Contribution to WH WWTP From Area 3 Alone = 2 MGD WWF & 0.8 MGD DWF

KEY NOTES

Proposed 2 MGD PS (serves both alternatives)

Line 1 - ±2,600 LF 12" Dia. Trunk Sewer

Line 2 - ±2,000 LF 12" Dia. Trunk Sewer

Line 3 - ±2,400 LF 10" Dia. FM to Area 2 Trunk

Line 4 - ±4,100 LF 10" Dia. FM to Mint Lane PS

WWS Currently Planned at Mint Lane PS is upsized from 1.2 MG to 2.4 MG for Alt. 3B

A. B. C. D. E. F.

Alternate 4A - New WWS, PS, & FM to Ex. WR FM

Flow Contribution to TB WWTP From Area 4 Alone = 4.5

WWF & 1.5 MGD DWF

KEY NOTES

Proposed 4 MG WWS & 25 MGD PS (Sized to reuse existing Wolf Run Force Main)

Line 2 - ±14,200

30" Dia. FM to Ex. WR FM

48" Dia. Trunk Sewer

12" Dia. Trunk Sewer

8" Dia. Trunk Sewer

D sc a me Th s documen has been prepa ed based on n o ma on p ov ded by o he s as c ed n he No es sec on S an ec has no ve ed he accu acy and o comp e eness o th s n o ma on and sha no be respons b e o any e ro s o om ss ons wh ch may be ncorpo a ed he e n as a esu S an ec assumes no respons b y or da a supp ed n e ec ron c o ma and he ec p en accep s fu espons b y o ve y ng he accuracy and comp e eness o he da a C ent Pro ec F gu e No T le Projec Loca ion a or g na documen s ze o 22x34 ( $ $ ¯ 1 n = 700 t 700 0 700 1,400Fee D D 4 D D D D 5 4 1 7 3 9 8 6 2 14 13 12 10 11 * Pa cels c ass ed as "Rura Res den ia " are ess han o equa o 10 acres n s ze & are zoned as res den a These parce s a e app ed WWF based on he acreage but DWF s assumed o be 2 peop e acre Properties Not Sewered With Th s Solution Legend Study Area Parcel Trunk Sewer Collector Sewer Force Main 1% Annual Chance Flood Hazard Waterways Parks Ex Pump Station [ Ú Rural Residential Parcels* [ Ú Ex Pump Station to be Eliminated D Purchase Development Right Parcel Rural Settlements Waterbod es Contour (10') 0.2 MGD 8 MGD 0.7 MGD 1 MGD 0.5 MGD 18 MGD D C E F G H B A

TownBranch

Old Frankfort Pike Rural Service Area

Line 3 - ±15,550

Line 4 - ±3,100

30" Dia. Trunk Sewer Line 5 - ±4,400

Line 6 - ±4,700

Line 7 - ±4,200

A. B C. D. E. F. G. H.

Line 8 - ±1,800

MGD

Alternate 5A - Send Flow to Georgetown

Alternate 5B - New WWS, PS, & FM to Ex. LCR FM

All Alternates - Proposed Trunk Sewer

Flow Contribution to TB WWTP From Area 5 Alone = 27

MGD WWF & 9.7 MGD DWF

KEY NOTES

18 MGD DWF & 55 MGD WWF to Georgetown (Area 5 Flows + Existing Flows) or 9.7 MGD DWF & 27 MGD WWF (Area 5 Flows Only)

Proposed 26 MG WWS & 20 MGD PS (Sized to utilize the existing Lower Cane Run Force Main & not increase peak WWF to TB WWTP)

Line 2 - ±26,750 LF 30" Dia. FM to Ex. LCR FM

Line 3 - ±12,000 LF 54" & 11,800 LF 48" Dia. Trunk Sewer

Line 4 - ±9,700 LF 15" Dia. Trunk Sewer

Line 5 -±2,900 LF of 42" & 11,000 LF 36" Dia. Trunk Sewer

Line 6 - ±5,200 LF 18" Dia. Trunk Sewer

Install flow actuated gate structure to fill existing wet weather storage tank

Pump Stations already planned for elimination

Iron Works Pike Rural Service Area

Property

A. B. C. D. E. F. G. H. I.

Alternate 6A - Two Proposed PS's, New FM to Ex. NE FM, & Increase NE WWS to 12 MG

Alternate 6B - New WWTP, PS, & WWS

Alternate 6C - New PS Downstream of Area 7

Sized to Eliminate NE PS

All Alternates - Proposed Trunk Sewer

Flow Contribution to TB WWTP From Area 6 Alone =

12.4 MGD WWF & 4.4 MGD DWF

KEY NOTES

Proposed 9 MGD PS

Proposed 11 MGD PS

Line 1 - ±5,550 LF 30" Dia. FM to Ex. NE FM

Line 2 - ±3,650 LF 24" Dia. FM to Manifold into Prop. FM at PS for Key Note B

Increase proposed NE WWS from 6 MG to 12 MG and relocate adjacent to proposed RSA PS near I-64

Proposed 9 MGD WWTP (27 MGD wet weather hydraulic capacity) w/ 7 MG of WWS

Line 3 - ±6,100 LF 48" Dia. Trunk Sewer

Line 4 - ±2,000 LF 36" Dia. & 9,700 LF 30" Dia. Trunk Sewer

Line 5 - ±3,850 LF 42" Dia. Trunk Sewer

Line 6 - ±2,900 LF 8" Dia. Trunk Sewer

Line 7 - ±5,050 LF 8" Dia. Trunk Sewer

Line 8 - ±6,750 LF 24" Dia.; 3,300 LF 18" Dia. & 5,050 LF 12" Dia. Trunk Sewer (Sized to Include Area 7 Flows as well)

Proposed 8 MG WWS & 24 MGD PS

Line 9 - ±1,700 LF 54" Dia. & 2,950 LF 48" Dia. Trunk Sewer

Line 10 - ±4,850 LF 36" Dia. Trunk Sewer

Line 11 - ±10,000 LF 30" Dia. FM to Ex. NE FM

Proposed 9 MGD PS & ±3,650 LF 24" Dia. FM to Proposed WWTP

Royster Road Tributary Rural Service Area

NorthElkhornCreek

D sc a me Th s documen has been prepa ed based on n o ma on p ov ded by o he s as c ed n he No es sec on S an ec has no ve ed he accu acy and o comp e eness o th s n o ma on and sha no be respons b e o any e ro s o om ss ons wh ch may be ncorpo a ed he e n as a esu S an ec assumes no respons b y or da a supp ed n e ec ron c o ma and he ec p en accep s fu espons b y o ve y ng he accuracy and comp e eness o he da a C ent Pro ec F gu e No T le Projec Loca ion a o g na documen s ze o 22x34 ( $ $¯ 1 n = 1,250 t 1,250 0 1 250 2,500Fee Eliminate NE PS in A ternat ves 6B & 6C Only D D D 6 7 5 4 1 7 3 9 8 6 2 14 13 12 10 11 * Pa cels c ass ed as "Rura Res den ia " are ess han o equa o 10 acres n s ze & are zoned as res den a These parce s a e app ed WWF based on he acreage but DWF s assumed o be 2 peop e acre 8 Legend Study Area Parcel Trunk Sewer Collector Sewer Force Main 1% Annual Chance Flood Hazard Waterways Parks Ex Pump Station [ Ú Rural Residential Parcels* [ Ú Ex Pump Station to be Eliminated D Purchase Development Right Parcel Rural Settlements Waterbod es Contour (10') H L K J G I F M O N P E 0.3 MGD 6.5 MGD 16 MGD C D B A Q

A. B. C. D. E. F. G. H. I. J. K. L. M. N. O. P. Q.

Alternate 7A - New WWTP & WWS

Alternate 7B - New PS, WWS, & FM to Ex. NE FM

All Alternates - Proposed Trunk Sewer

Flow Contribution to TB WWTP From Area 6 & 7 = 28.3 MGD WWF & 10 MGD DWF

KEY NOTES

Proposed WWTP - Proposed Capacities:

- Areas 6 & 7 = 15 MGD WWTP (45 MGD wet weather hydraulic capacity) w/ 7.5 MG of WWS

- Areas 6, 7, & 8 = 30 MGD WWTP (90 MGD wet weather hydraulic capacity) w/ 1.5 MG of WWS

Proposed 17 MG WWS & 24 MGD PS

Line 1 - ±9,900 LF 30" Dia. FM to Ex. NE FM

Line 2 - ±1,700 LF 54" Dia. & 2,950 LF 48" Dia. Trunk Sewer

Line 3 - ±4,850 LF 36" Dia. Trunk Sewer

Line 4 - ±3,100 LF 18" Dia. Trunk Sewer

Line 5 - ±4,600 LF 8" Dia. Trunk Sewer

Line 6 - ±3,900 LF 12" Dia. Trunk Sewer

Line 8 - ±4,650 LF 12" Dia. Trunk Sewer

Line 9 - ±3,800 LF 8" Dia. Trunk Sewer

Line 10 - ±10,650 LF 18" Dia. Trunk Sewer

Line 11 - ±1,450 LF 12" Dia. Trunk Sewer

Rural

D sc a me Th s documen has been prepa ed based on n o ma on p ov ded by o he s as c ed n he No es sec on S an ec has no ve ed he accu acy and o comp e eness o th s n o ma on and sha no be respons b e o any e ro s o om ss ons wh ch may be ncorpo a ed he e n as a esu S an ec assumes no respons b y or da a supp ed n e ec ron c o ma and he ec p en accep s fu espons b y o ve y ng he accuracy and comp e eness o he da a C ent Pro ec F gu e No T le Projec Loca ion ( ¯ 1 n = 1,250 t 1,250 0 1 250 2,500Fee Assumes Area 6 Infrastructure (in Grey) is Already Constructed D 7 8 D 6 D 5 4 1 7 3 9 8 6 2 14 13 12 10 11 * Pa cels c ass ed as "Rura Res den ia " are ess han o equa o 10 acres n s ze & are zoned as res den a These parce s a e app ed WWF based on he acreage but DWF s assumed o be 2 peop e acre D D Elim nated as Part of Area 6 Development Legend Study Area Parcel Trunk Sewer Collector Sewer Force Main 1% Annual Chance Flood Hazard Waterways Parks Ex Pump Station [ Ú Rural Residential Parcels* [ Ú Ex Pump Station to be Eliminated D Purchase Development Right Parcel Rural Settlements Waterbod es Contour (10') a o g na documen s ze o 22x34 B C D E F G H I J K 0.3 MGD 6.5 MGD 16 MGD A 2.2 MGD 1.3 MGD L

Avon / I-64

Service Area

A. B. C. D. E. F. G. H. I J. K L.

KEY NOTES

Proposed 30 MGD WWTP (90 MGD wet weather hydraulic capacity)

w/ 1.5 MG of WWS

Send flow to Winchester (112 MGD WWF & 30 MGD DWF)

Proposed 45 MGD PS

Line 1 - ±17,600 LF 42" Dia. FM to WWTP proposed in 7A

Line 2 - ±2,400 LF 8" Dia. Trunk Sewer & ±3,600 LF 12" Dia. Trunk

Sewer flowing to Proposed 3.5 MGD PS

Line 3 - ±5,550 LF 54" Dia. Trunk Sewer

Line 4 - ±8,150 LF 12" FM

Line 5 - ±8,000 LF 48" Dia. Trunk Sewer

Line 6 - ±4,850 LF 12" Dia. Trunk Sewer

Line 7 - ±2,750 LF 36" Dia. Trunk Sewer

Line 8 - ±5,250 LF 12" Dia. Trunk Sewer

Line 9 - ±1,900 LF 10" Dia. Trunk Sewer, ±1,600 LF 12" Dia. Trunk

Sewer, & ±3,500 LF 18" Dia. Trunk Sewer

Line 10 - ±3,800 LF 12" Dia. Trunk Sewer, ±9,800 LF 24" Dia. Trunk

Sewer, & ±1,600 LF 36" Dia. Trunk Sewer

Line 11 - ±4,850 LF 15" Dia. Trunk Sewer

Line 12 - ±3,500 LF 8" Dia. Trunk Sewer, ±2,400 LF 12" Dia. Trunk

Sewer, & ±4,300 LF 18" Dia. Trunk Sewer

Line 13 - ±6,550 LF 36" Dia. Trunk Sewer

Line 14 - ±4,900 LF 8" Dia. Trunk Sewer

Line 15 - ±2,200 LF 8" Dia. & ±2,850 LF 12" Dia. Trunk Sewer

Line 16 - ±1,500 LF 12" Dia. & ±8,500 LF 24" Dia. Trunk Sewer

Line 17 - ±3,650 LF 12" Dia. & ±2,600 LF 24" Dia. Trunk Sewer

±17,600 LF 30" Dia. FM to 8A WWTP

(From Area 7). Infrastructure to be constructed for Alt 8A & 8C.

Alternate 8A - New WWTP & WWS

Alternate 8B - New PS & FM to WWTP proposed in 7A

Alternate 8C - Send Flow to Winchester

All Alternates - Proposed Trunk Sewer, FM, & PS

Flow Contribution to TB WWTP From Area 8 Alone = 43 MGD

WWF & 16 MGD DWF

Avon / I-64 (Extension) Rural Service Area

D sc a me Th s documen has been prepa ed based on n o ma on p ov ded by o he s as c ed n he No es sec on S an ec has no ve ed he accu acy and o comp e eness o th s n o ma on and sha no be respons b e o any e ro s o om ss ons wh ch may be ncorpo a ed he e n as a esu S an ec assumes no respons b y or da a supp ed n e ec ron c o ma and he ec p en accep s fu espons b y o ve y ng he accuracy and comp e eness o he da a C ent Pro ec F gu e No T le Projec Loca ion a or g na documen s ze of 22x34 ( $¯ 1 n = 1,500 t 1,500 0 1,500 3 000 Fee 6 7 8 D 5 4 1 7 3 9 8 6 2 14 13 12 10 11 * Pa cels c ass ed as "Rura Res den ia " are ess han o equa o 10 acres n s ze & are zoned as res den a These parce s a e app ed WWF based on he acreage but DWF s assumed o be 2 peop e acre B uegrass Station (Flow Contribution Assumed = 15 ppl/acre) Haley P ke & Waste Services Landfill Legend Study Area Parcel Trunk Sewer Collector Sewer Force Main 1% Annual Chance Flood Hazard Waterways Parks Ex Pump Station [ Ú Rural Residential Parcels* [ Ú Ex Pump Station to be Eliminated D Purchase Development Right Parcel Rural Settlements Waterbod es Contour (10') C D A B E F G H I J K L M N O P Q R S T U 0.5 MGD

A. B. C. D. E. F. G. H. I. J. K. L. M. N. O. P. Q. R. S. T. U.

KEY NOTES

D sc a me Th s documen has been prepa ed based on n o ma on p ov ded by o he s as c ed n he No es sec on S an ec has no ve ed he accu acy and o comp e eness o th s n o ma on and sha no be respons b e o any e ro s o om ss ons wh ch may be ncorpo a ed he e n as a esu S an ec assumes no respons b y or da a supp ed n e ec ron c o ma and he ec p en accep s fu espons b y o ve y ng he accuracy and comp e eness o he da a C ent Pro ec F gu e No T le Projec Loca ion a or g na documen s ze of 22x34 ( ¯ 1 n = 300 t 300 0 300 600 Fee 9 5 4 1 7 3 9 8 6 2 14 13 12 10 11 * Pa cels c ass ed as "Rura Res den ia " are ess han o equa o 10 acres n s ze & are zoned as res den a These parce s a e app ed WWF based on he acreage but DWF s assumed o be 2 peop e acre Legend Study Area Parcel Trunk Sewer Collector Sewer Force Main 1% Annual Chance Flood Hazard Waterways Parks Ex Pump Station [ Ú Rural Residential Parcels* [ Ú Ex Pump Station to be Eliminated D Purchase Development Right Parcel Rural Settlements Waterbod es Contour (10') A Alternate 9A - Trunk Sewer to Ex MH EH6_847 Flow Contribution to WH WWTP From Area 9 Alone = 0.7 MGD WWF & 0.2 MGD DWF

Service Area

A. Line 1 - ±5,950 LF 12" Dia. Trunk Sewer

Alternate 10A - New Trunk & PS (to manifold into Ex. BS FM)

Flow Contribution to WH WWTP From Area 10 Alone = 1.6 MGD WWF & 0.6 MGD DWF

KEY NOTES

Proposed 2 MGD PS (to manifold into Ex. BS FM)

Line 1 - ±2,000 LF 12" Dia. Trunk Sewer

Line 2 - ±3,800 LF 12" Dia. Trunk Sewer

Athens Boonesboro Rural Service Area

Cowan E ementary Schoo Property

A. B. C.

KEY NOTES

Lower East Hickman Rural Service Area

D sc a me Th s documen has been prepa ed based on n o ma on p ov ded by o he s as c ed n he No es sec on S an ec has no ve ed he accu acy and o comp e eness o th s n o ma on and sha no be respons b e o any e ro s o om ss ons wh ch may be ncorpo a ed he e n as a esu S an ec assumes no respons b y or da a supp ed n e ec ron c o ma and he ec p en accep s fu espons b y o ve y ng he accuracy and comp e eness o he da a C ent Pro ec F gu e No T le Projec Loca ion at o g na document size o 22x34 ( ¯ 1 n = 1,000 t 1,000 0 1 000 2,000Fee Area Assumed to be Developed to Size Sewer for Area 11 D D 10 11 D D 5 4 1 7 3 9 8 6 2 14 13 12 10 11 * Pa cels c ass ed as "Rura Res den ia " are ess han o equa o 10 acres n s ze & are zoned as res den a These parce s a e app ed WWF based on he acreage but DWF s assumed o be 2 peop e acre Hatched Area Assumed to be Undeveloped (885 Acres) D To Be Eliminated by the Delong Rd PS Project (Planned for Construction 2024) 12 Legend Study Area Parcel Trunk Sewer Collector Sewer Force Main 1% Annual Chance Flood Hazard Waterways Parks Ex Pump Station [ Ú Rural Residential Parcels* [ Ú Ex Pump Station to be Eliminated D Purchase Development Right Parcel Rural Settlements Waterbod es Contour (10') 0.1 MGD 1.2 MGD 0.5 MGD 3.6 MGD Planned 5.1 MGD A J B D E C G H I F K

KEY NOTES

D sc a me Th s documen has been prepa ed based on n o ma on p ov ded by o he s as c ed n he No es sec on S an ec has no ve ed he accu acy and o comp e eness o th s n o ma on and sha no be respons b e o any e ro s o om ss ons wh ch may be ncorpo a ed he e n as a esu S an ec assumes no respons b y or da a supp ed n e ec ron c o ma and he ec p en accep s fu espons b y o ve y ng he accuracy and comp e eness o he da a C ent Pro ec F gu e No T le Projec Loca ion a or g na documen s ze o 22x34 ( ¯ 1 n = 500 t 500 0 500 1,000Fee 13 14 11 10 12 5 4 1 7 3 9 8 6 2 14 13 12 10 11 * Pa cels c ass ed as "Rura Res den ia " are ess han o equa o 10 acres n s ze & are zoned as res den a These parce s a e app ed WWF based on he acreage but DWF s assumed o be 2 peop e acre Legend Study Area Parcel Trunk Sewer Collector Sewer Force Main 1% Annual Chance Flood Hazard Waterways Parks Ex Pump Station [ Ú Rural Residential Parcels* [ Ú Ex Pump Station to be Eliminated D Purchase Development Right Parcel Rural Settlements Waterbod es Contour (10') Hatched Area Already Developed: Flow Pro ections Based on Existing Sewer Flows A C B D 1.2 MGD (Estimated from Model) 2.7 MGD (Estimated from Model) Alternate 12A - Gravity to Boonesboro Manor PS Flow Contribution to WH WWTP From Area 12 Alone = 3 MGD WWF & 1 MGD DWF

Boonesboro Manor Rural Service Area

±3,550 LF 15" Dia. Trunk Sewer Line

Dia.

Line 3

±1,450 LF 8" Dia. Trunk Sewer Peak Flow from Area 12 Contributing to BM PS = 3.0 MGD A. B. C. D.

Line 1 -

2 - ±1,200

12" Dia. & 1,800

Trunk Sewer

Alternate 13A - Gravity to Blue Sky PS

Flow Contribution to WH WWTP From Area 13

Alone = 1.1 MGD WWF & 0.4 MGD DWF

SHEET KEY NOTES

Line 1 - ±2,500 LF 8" Dia. Trunk Sewer & ±3,700 LF 12" Dia. Trunk Sewer to Blue Sky PS

Line 2 - ±1,400 LF 8" Dia. Trunk Sewer

Peak flow from Area 13 contributing to Blue

Sky PS = 1.1 MGD

DOERUNTRL ASHLEY WOODS RD CANEBRAKE CT CANEBRAKECT BLUE SKYPKWY C U T T E R S H I L L C T UN I TED C T CANEBRAKE DR S 75 RAMP ATHENSBOONESBORORD S 7 5 R A M P

Parks Ex Pump Station [ Ú Rural Residential Parcels* [ Ú Ex Pump Station to be Eliminated D Purchase Development Right Parcel Rural Settlements

Contour (10') B A

ATHENSBOONESBORORD

Canebrake Drive Rural Service

Waterways

Waterbod es

C 1.2 MGD (Estimated from Model) 2.7 MGD (Estimated from Model)

A. B. C.

KEY NOTES

Line 1 - ±1,400 LF 8" Dia. Trunk Sewer

Proposed 0.3 MGD PS

Line 2 - ±2,000 LF 4" Dia. FM to BS PS Eliminate Existing Private PS (Currently Serving LFUCG Customers)

A. B. C. D.

APPENDIX B

RSA Wastewater Alternative OPCCs

Hazen Costing Tool & Assumptions

Costing tool is planning-level due to limited knowledge of site-specific conditions for these projects. Contingencies can be applied to the construction costs to account for unforeseen events and unknown conditions. The accuracy of the cost estimates is Class 4 as defined by ACCE International Recommended Practice No. 18R-97. The quoted accuracy for this class is -30% to +50%. This range is due to the level of project definition and the preliminary nature of the improvement description. The goal of utilizing this tool is to develop budget level figures. Below are assumptions for each project type that are programmed within the costing tool itself. Items such as WWTP, tunneling, or creek crossings are calculated outside of the tool and added to the construction cost the tool outputs. A 30% contingency has been added to the raw tool output for the RMP projects. This would take into account utility relocations, service laterals, MOT, etc that are not included in the tool assumptions. A larger contingency can be added on a case-by-case basis.

Gravity Sewer

Pipe material: Ductile iron pipe up to 48” diameter

Open cut construction with 15-ft excavation depth; compacted granular backfill when proposed sewer is located in ROW.

Surface restoration included for construction within the road ROW.

New sewer located in existing sewer pipe trench, requiring bypass pumping, and limited new excavation in rock.

Groundwater: At 7.5’

Constructed via open cut method, parallel to existing sewer mains

No sewer service laterals

If no input for construction in ROW assumption is Pipe to be located off-road, in natural ground area (i.e. no roadway restoration)

Excavation material: Reuse existing

Manhole spacing: Every 250’

No environmental issues (i.e. wetlands, contaminated soil, etc.); additional costs can be added for each creek crossing based on recent bids

No utility relocation work required

Assume minimum project length = 2,000 LF

Assume 75% Rock Excavation

Storage Tank

· Tanks are circular, above grade pre-stressed reinforced concrete tanks with a dome, and no odor control.

· Pump in Gravity out

· Pile foundation

· Groundwater: At 7.5’

· Excavation material: clean fill to be landfilled

· Flushing gates to clean tank bottom

· Dewatering pumping facility.

· Building(s) for mechanical equipment and electrical/control systems.

· No environmental issues (i.e., wetlands, contaminated soil, etc.)

· Generator for back-up electrical power

· Does not include a building for a screening facility.

· Existing land is vacant – no major site demolition or clearing/grubbing required

Force Main

· Pipe material: Ductile Iron Pipe (push on joints), with lining (Protecto 401).

· Pipe diameters: 4” up to 48”

· Excavation depth: Varies, pipe will be constructed with a minimum of 4’ of cover.

· Groundwater: None

· Constructed via open cut method

· Pipe to be located off-road, in natural ground area (i.e. no roadway restoration)

· Excavation material: Reuse existing

· Trench material: Per details

· No environmental issues (i.e. wetlands, contaminated soil, etc.)

· No utility relocation work required

· Assume minimum project length = 1,000 LF

· Assume 1 air release manhole for every 1,000 feet of pipe

Pump Station

· Submersible pump station with precast concrete wet well for smaller pump stations and cast-in place concrete wet well for larger pump stations.

· Wet well depth: 25’

· Pile foundation

· Groundwater: At 7.5’

· Upstream bar screen

· Excavation material: Reuse or clean fill to be landfilled

· Masonry block building for any mechanical equipment + electrical/control systems

· No environmental issues (i.e., wetlands, contaminated soil, etc.)

· Surge protection (bladder tanks)

· Generator for back-up electrical power

· Existing land is vacant – no major site demolition or clearing/grubbing required.

Area Total Acres Developable Acres % Developable Raw Cost from Costing Tool: Trunk Sewer Raw Cost from Costing Tool: Force Main 1 Raw Cost from Costing Tool: Pump Station Raw Cost from Costing Tool: Wet Weather Storage Misc. Structures Raw Cost of Waste Water Treatment Plant 2 # of Class A PS Being Demolished Class A PS Estimated Demolition Unit Cost # of Class B PS Being Demolished Class B PS Estimated Demolition Unit Cost # of Class C PS Being Demolished Class C PS Estimated Demolition Unit Cost Total Cost of Demolition of Existing Pump Stations Raw Construction Cost Total Contingency RMP Project Affected RMP Project Credit 7 Cost Per Developable Acre (with RMP Credit) Construction Cost Total (with RMP Credit) Cost Per Developable Acres Construction Cost Total Alternate 1A - 8 MGD DWF WWTP w/ 6 MG WWS and Trunk Sewer 121979465%11,326,250$ -$ -$ 8,100,779$ -$ 160,000,000$ 1150,000$ 100,000$ 130,000$ 180,000.00$ 179,607,029$ 30% $ 294,000$ 233,490,000$ Alternate 1B - 4 MG WWS, 32 MGD PS, FM and Trunk Sewer 11,326,250$ 6,345,926$ 22,895,725$ 6,856,439$ -$ -$ 1150,000$ 100,000$ 130,000$ 1 80,000.00$ 47,604,340$ 30% $ 78,000$ 61,890,000$ 2 Mint Lane RSA Alternate 2A - MG WWS, 4.6 MGD PS, FM, Trunk Sewer 57253794%3,965,980$ 1,420,677$ 3,296,571$ 6,285,943$ -$ -$ 150,000$ 1100,000$ 30,000$ 100,000.00$ 15,069,171$ 30%MintLanePS $ 4,285,542 30,000$ $ 15,300,000 36,000$ 19,590,000$ Alternate 3A - 2 MGD PS, FM and Trunk Sewer 37533690%1,929,759$ 550,970$ 1,436,798$ -$ -$ -$ 150,000$ 100,000$ 30,000$ -$ 3,917,527$ 30% $ 15,000$ 5,090,000$ Alternate 3B - 2 MGD PS, 2.4 MG WWS, FM and Trunk Sewer 1,929,759$ 941,240$ 1,436,798$ 5,960,182$ -$ -$ 150,000$ 100,000$ 30,000$ -$ 10,267,979$ 30% $ - 40,000$ 13,350,000$ 4 Old Frankfort Pike RSA Alternate 4A 25 MGD PS, 4 MG WWS, FM and Trunk Sewer 168276445%27,276,260$ 9,428,133$ 17,888,642$ 6,856,439$ -$ -$ 2150,000$ 100,000$ 430,000$ 420,000.00$ 61,869,474$ 30% $ 105,000$ 80,430,000$ 5 Iron Works Pike RSA Alternate 5A 20 MGD PS, 26 MG WWS, FM, Trunk Sewer and Diversion Structure 6909209330%50,698,468$ 17,760,814$ 14,312,154$ 28,123,144$ 200,000$ -$ 2150,000$ 1100,000$ 330,000$ 490,000.00$ 111,584,580$ 30% $ $ 69,000 145,060,000$ Alternate 6A - MGD & 11 MGD PS, 12 MG WWS, FM, & Trunk Sewer 2354192182%30,955,175$ 5,447,296$ 14,318,357$ 12,660,596$ -$ -$ 1150,000$ 100,000$ 130,000$ 180,000.00$ 63,561,424$ 30% NEWWS 8 and GreenbriarPS $ 12,285,107 $ 40,000 $ 70,340,000 43,000$ 82,630,000$ Alternate 6B - 9 MGD WWTP, 7 MG WWS, Trunk Sewer, 9 MGD PS, FM 3 30,955,175$ 1,762,287$ 6,443,881$ 8,774,624$ -$ 180,000,000$ 2150,000$ 100,000$ 130,000$ 330,000 .00$ 228,265,967$ 30% NEWWS 8 and GreenbriarPS $ 12,285,107 $ 150,000 $ 284,460,000 154,000$ 296,750,000$ Alternate 6C - 8 MG WWS, 24 MGD PS, force main, trunk sewer 41,099,548$ 6,639,530$ 17,173,344$ 9,482,919$ -$ -$ 2150,000$ 100,000$ 130,000$ 3 30,000.00$ 74,725,341$ 30% NEWWS 8 and GreenbriarPS $ 12,285,107 $ 40,000 $ 84,860,000 51,000$ 97,140,000$ Alternate 7A - 15 MGD WWTP, 7.5 WWS & Trunk Sewer 4046240559%24,393,104$ -$ -$ 9,124,465$ -$ 300,000,000$ 1150,000$ 1100,000$ 130,000$ 280,000.00$ 333,797,569$ 30% $ $ - $ - 180,000$ 433,940,000$ Alternate 7B - 17 MG WWS, 24 MGD PS, FM, & Trunk 24,393,104$ 6,573,135$ 17,173,344$ 17,407,814$ -$ -$ 1150,000$ 1100,000$ 130,000$ 2 80,000.00$ 65,827,397$ 30% $ $ $ 36,000$ 85,580,000$ Alternate 8A -30 MGD WWTP, 1.5 MG WWS, PS, FM, Trunk 10165602659%63,595,314$ 13,766,237$ 2,509,744$ 4,312,423$ -$ 600,000,000$ 150,000$ 100,000$ 30,000$ -$ 684,183,718$ 30% $ $ - $ - 148,000$ 889,440,000$ Alternate 8B - 45 MGD PS, FM, Trunk 63,595,314$ 24,180,165$ 34,704,338$ -$ -$ -$ 150,000$ 100,000$ 30,000$-$ 122,479,817$ 30% $ - $ - $ - 26,000$ 159,220,000$ 9 - Chilesburg - Walnut Hill RSA Alternate 9A - 12" Trunk Sewer 1246855%2,496,146$ -$ -$ -$ -$ -$ 150,000$ 100,000$ 30,000 $ -$ 2,496,146$ 30% $ $ $ - 48,000$ 3,240,000$ 10 Athens Boonesboro Road RSA Alternate 10A 2 MGD PS & Trunk Sewer 29827392%2,433,175$ -$ 1,436,798$ -$ -$ -$ 150,000$ 100,000$ 30,000$ -$ 3,869,972$ 30% $ $ - $ - 18,000$ 5,030,000$ 11 - Lower East Hickman RSA Alternate 11A - 10 MGD PS, FM, 20 MG WWS & Trunk Sewer 4622282161%44,601,661$ 265,593$ 7,159,178$ 20,669,542$ -$ -$ 1150,000$ 100,000$ 330,000$ 240,000.00$ 72,935,975$ 30% $ $ - $ - 34,000$ 94,820,000$ 12 Boonesboro Manor RSA Alternate 12A - Trunk Sewer 50442885%3,364,387$ -$ -$ -$ -$ -$ 150,000$ 100,000$ 30,00 0$ -$ 3,364,387$ 30% $ - $ - $ 10,000$ 4,370,000$ 13 - Canebrake Drive Rural Service Area Alternate 13A - Trunk Sewer 18814979%3,047,479$ -$ -$ -$ -$ -$ 150,000$ 100,000$ 30,000$ -$ 3,047,479$ 30% $ - $ - $ - 27,000$ 3,960,000$ 14 Blue Sky Rural Service Area Alternate 14A - Trunk Sewer PS, FM 905056%536,768$ 333,872$ 220,792$ -$ -$ -$ 150,000$ 100,000$ 130,000$ 30,000.00$ 1,121,432$ 30% $ $ - $ - 29,000$ 1,460,000$ TrunkSewer,Pump Station,WetWeather StorageandForceMain BasedonMay2023ENR, Cincinnati,OH NewWWTPcostbasedon$20/gallon Ifonlyarea6develops Ifareas6&7develop Ifareas6,7,&8develop Costbasedonrecentconstructionbids ConstructionCostOnly RMPprojectNEWWSis6MG 1 - Lower South Elkhorn RSA 7 - Avon / I-64 RSA 3 Man O War RSA 6 - Royster Road Tributary RSA 8 - Avon / I-64 (Extension) RSA

APPENDIX C

Ordinance 220-82

APPENDIX D

1986 Outer Perimeter Sewerage Systems Update Resolution

APPENDIX E

June 20, 2023 WWTP Facility Planning Letter

June 20, 2023

Mr. Charles H. Martin, P.E., Director

Lexington-Fayette Urban County Government Division of Water Quality

125 Lisle Industrial Avenue, Suite 180 Lexington, Kentucky 40511

Re: Facility Planning

Dear Charlie,

As Lexington-Fayette Urban County Government (LFUCG) considers expansion to the Urban Services Boundary, Strand Associates, Inc.® (Strand) wanted to outline a few wastewater planning needs. Strand authored LFUCG’s 201 Facility Plan Update, dated August 1999. Strand has also been involved with many Facility Plan Updates in recent years, including for five for Louisville & Jefferson County Metropolitan Sewer Area, Paducah McCracken County Joint Sewer Agency, Regional Water Resource Agency, Hardin County, and Mercer County, to name a few The information provided in this letter is founded on decades of similar experience.

The regulation that governs Facility Planning for Kentucky is 401 KAR 5:006 (Wastewater Planning Requirements for Regional Planning Agencies) The regulation cites the criteria that trigger an update to previous Facility Plans. Section 2 states:

An existing regional planning agency shall submit a regional facility plan if:

1. A new wastewater treatment facility is proposed for construction within the planning area

2. An existing regional planning agency proposes to expand the average daily design capacity of an existing wastewater treatment facility by more than 30 percent

3. The equivalent population served by an existing wastewater collection system or a system with a Kentucky Inter-System Operating Permit is proposed for expansion by more than 30 percent of the population served in the previously approved regional facility plan.

Given the anticipated expansion of the Urban Services Boundary, LFUCG may be obligated to prepare a Facility Plan Update for state review and approval. Strand will discuss each of the possible triggers, anticipated tasks, and timing LFUCG should anticipate.

Construction of a New Wastewater Treatment Plant (WWTP)

If growth plans identify the need to construct a new WWTP, the Kentucky Division of Water (KDOW) requires a facility plan to be prepared. Growth in the corridors, which Strand discussed may make it advantageous for LFUCG to construct a new regional WWTP in the North Elkhorn watershed.

Mr. Charles H. Martin, P.E., Director

Lexington-Fayette Urban County Government

Page 2

June 20, 2023

The following steps and timing should be considered for plan development:

Strand has prepared planning studies that identified the need to site and construct a new WWTP and associated linear infrastructure (sewers and force mains), therefore, Strand generally recommends approximately 15 years to complete the previously listed steps. The process can advance in less time if the new site can be obtained quickly.

Expansion of an Existing WWTP

If growth plans identify the need to add more than 30 percent additional average daily flow or loading design capacity to either Town Branch or West Hickman Creek WWTPs, KDOW requires a facility plan to be prepared.

The following steps and timing should be considered for the plan development:

Steps Optimistic Timing Facility Plan Development Overall, 18 to 30 months Steps within the planning effort: Wasteload Allocation from KDOW 1 month Draft plan development 12 to 18 months Local review and approval 2 to 6 months

Participation (Hearing and review period) 2 to 3 months Facility Plan Approval. Overall, 6 to 8 months Steps within the approval process: KDOW Completeness Review 1 month KDOW Review and SPEAR Development 3 months KDOW SPEAR Public Notice Period 2 months KDOW Approval 1 month New WWTP site selection and acquisition 12 to 36 months Easement acquisition for linear infrastructure to the new WWTP 12 to 36 months New WWTP and linear infrastructure Design 18 to 24 months New WWTP and linear infrastructure Construction 36 to 60 months

Planning and

Report

Public

SPEAR=State

Environment Assessment

Mr. Charles H. Martin, P.E., Director

Lexington-Fayette

Page 3

June 20, 2023

Urban County Government

Strand has prepared planning studies that identified the need to expand an existing WWTP, therefore, Strand generally recommends approximately5 years to complete planning and design of treatment plant improvements. Adequate time will be needed to accommodate linear infrastructure siting, design, and construction; however, these may be driven by development plans

Population Growth

If growth plans identify the need to serve more than 30 percent additional equivalent population from the previously approved plan (346,007), KDOW requires a facility plan to be prepared even if a new WWTP or WWTP expansion is not required

The following steps and timing should be considered for plan development:

Strand generally recommends anticipating 3 years to complete the Facility Planning process Adequate time will be needed to accommodate linear infrastructure siting, design,

construction However, the schedule for these may be driven by development plans.

Steps Optimistic Timing Facility Plan Development Overall, 18 to 30 months Steps within the planning effort: Wasetload Allocation from

1 month Draft plan development 12 to 18 months Local review and approval 2 to 6 months Public Participation (Hearing and review period) 2 months Facility Plan Approval. Overall, 6 to 8 months Steps within the approval process: KDOW Completeness Review 1 month KDOW Review and SPEAR Development 3 months KDOW SPEAR public notice period 2 months KDOW approval 1 month WWTP Expansion Design 18 to 24 months WWTP Expansion Construction 36 to 48 months Steps Optimistic Timing Facility Plan Development Overall, 18 to 30 months Steps within the planning effort: Draft Plan Development 12 to 18 months Local review and approval 2 to 6 months Public Participation (Hearing and review period) 2 months Facility Plan Approval Overall, 6 to 8 months Steps within the approval process: KDOW Completeness Review 1 month KDOW Review and SPEAR Development 3 months KDOW SPEAR public notice period 2 months KDOW approval 1 month

and

KDOW

Mr. Charles H. Martin, P.E., Director

Lexington-Fayette Urban County Government

Page 4

June 20, 2023

For some communities, the local review and approval process can take more time than previously presented. Please consider the process you would have to go through to obtain endorsement from all relevant factions of LFUCG.

Another consideration is the Municipal Water Pollution Prevention Program contained within 401 KAR 5:005 This program obligates utilitiesto have a planin place to accommodateadditional flows or loading when a WWTP reaches 95 percent of its rated capacity. When the 95 percent threshold is breached, KDOW can impose a sewer ban if the utility does not have a plan developed to address the potential overload condition.

Completion of construction projects are still being challenged by supply chain issues and an overall lack of capacity within the contracting community Strand cannot predict when these pressures will ease, so it is recommended building time into schedules for the worst-case scenarios.

If you need more information or have questions, please call 502-583-7020

Sincerely,

STRAND ASSOCIATES, INC.®

Mark A. Sneve, P.E., BCEE