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PCAgenda2025February19
1.Call to Order 2.Pledge of Allegiance 3.Adoption of Agenda – Pursuant to established procedures, the Planning Commission should adopt the Agenda for the meeting. 4.Meeting Minutes 4.A.December 4, 2024 Meeting Minutes 5.Committee Reports 6.Citizen Comments 7.Public Hearings 7.A.Rezoning #11-24 of Route 7 Self Storage (Edward P. Browning IV) - (Mrs. Peloquin) Submitted to rezone 2.38+/-acres from B1 (Neighborhood Business) Zoning District to B2 (General Business) Zoning District with proffers to enable a commercial development. The property is located south of Route 7, roughly 0.4 miles east of the intersection with Greenwood Road and is identified by Property Identification Number 55-A-180 in the Red Bud Magisterial District. 7.B.Rezoning #01-25 of Neff Property Commercial (E R Neff Excavating Inc.) - (Mr. Klein) Submitted to rezone 6.60+/-acres of a 9.83+/-acre parcel from RA (Rural Areas) Zoning District to B2 (General Business) Zoning District with proffers to enable commercial development. The property is generally located south of Route 277 (Fairfax Pike) and AGENDA PLANNING COMMISSION WEDNESDAY, FEBRUARY 19, 2025 7:00 PM THE BOARD ROOM FREDERICK COUNTY ADMINISTRATION BUILDING WINCHESTER, VIRGINIA PC02-19-25MinutesDecember4.pdf PC02-19-25REZ11-24_Redacted.pdf 1 immediately east of Double Church Road, Stephens City, and is identified by Property Identification Number 86-A-77 in the Opequon Magisterial District. 7.C.Ordinance Amendment to the Frederick County Code - (Mr. Klein) Additions and revisions to define and regulate data centers, including additional regulations, height, and nuisances and define and regulate power generating facilities. Chapter 165 Zoning, ARTICLE I General Provisions; Amendments; and Conditional Use Permits: Part 101 – General Provisions; §165-101.02 Definitions and word usage ARTICLE II Supplementary Use Regulations; Parking; Buffers; and Regulations for Specific Uses: Part 201 – Supplementary Use Regulations; §165-201.12 Nuisances; Part 204 – Additional Regulations for Specific Uses; §165-204.28 Height Waivers in EM (Extractive Manufacturing), M1 (Light Industrial), and M2 (Industrial General) Districts. ARTICLE IV Agricultural and Residential Districts: Part 401 – RA Rural Areas District; §165-401.02 Permitted Uses; §165-401.03 Conditional Uses ARTICLE VI Business and Industrial Zoning Districts: Part 604 – B3 Industrial Transition District; §165-604.02 Allowed Uses; Part 605 – TM Technology Manufacturing Park District; §165-605.02 Permitted Uses; Part 606 – M1 Light Industrial District; §165-606.02 Allowed Uses; Part 607 – M2 Industrial General District; §165-607.02 Allowed Uses 8.Action Items 8.A.Rezoning #09-24 of Middletown, LLC (B. Hester, Trustee & W. Hester Trust) - (Mr. Klein) Submitted to rezone approximately 101.25+/-acres from the RA (Rural Areas) Zoning District to the TM (Technology Manufacturing) Zoning District with proffers. The property is located on the east side of Valley Pike (U.S. Route 11) and approximately 3,000 feet north of the Town of Middletown corporate limits and is identified by Property Identification Number 84-A-78 in the Back Creek Magisterial District. Postponement Request PC02-19-25REZ01-25_Redacted.pdf PC02-19-25OADataCenters_PowerGeneratingFacilities.pdf PC02-19-25REZ09-24_PostponementRequest_Redacted.pdf PC02-19-25REZ09-24_PostponementRequest_TIS.pdf 2 8.B.Waiver #01-25 of Lake Frederick - (Mrs. Peloquin) MREC Shenandoah VA, LLC (MREC) is requesting a waiver of the inter-parcel connection requirement stated in the Zoning Ordinance. MREC has submitted a revised Master Development Plan (MDP Revision 6) to change the mix housing types for the remaining sections (Property Identification Numbers 87-A-102 & 87-A-103F). No changes to the overall number of units were proposed. Only PIN 87-A-102 is specified in the waiver request as that is where the inter-parcel connection would be placed given the proposed layout. The property is zoned R5 (Residential Recreational Community District) and is located in the Opequon Magisterial District. 9.Other 9.A.Resolution for Charles Triplett 9.B.Current Planning Applications 10.Adjourn PC02-19-25REZ09-24_PostponementRequest_Viewshed_Analysis.pdf PC02-19-25Wavier01-25_Redacted.pdf 3 Planning Commission Agenda Item Detail Meeting Date: February 19, 2025 Agenda Section: Meeting Minutes Title: December 4, 2024 Meeting Minutes Attachments: PC02-19-25MinutesDecember4.pdf 4 Frederick County Planning Commission Page 4157 Minutes of December 4, 2024 MEETING MINUTES OF THE FREDERICK COUNTY PLANNING COMMISSION Held in the Board Room of the Frederick County Administration Building at 107 North Kent Street in Winchester, Virginia on December 4, 2024. PRESENT: Tim Stowe, Chairman/Red Bud District; Roger L. Thomas, Vice Chairman/Shawnee District; Elizabeth D. Kozel, Shawnee District; Robert S. Molden, Opequon District; Kevin Sneddon, Opequon District; Justin Kerns, Stonewall District; Charles S. DeHaven III, Stonewall District; Betsy Brumback, Back Creek District; Jeff McKay, Back Creek District; Charles E. Triplett, Gainesboro District; Mollie Brannon, Member at Large; Austin Cano, Acting County Attorney. ABSENT: Jason Aikens, Gainesboro District; Charles Markert, Red Bud District. STAFF PRESENT: Wyatt G. Pearson, Director; John A. Bishop, Assistant Director; M. Tyler Klein, Senior Planner; Amy L. Feltner, Planner I; Shannon L. Conner, Administrative Guaranty Coordinator. CALL TO ORDER Chairman Stowe called the December 4, 2024 meeting of the Frederick County Planning Commission to order at 7:00 p.m. PLEDGE OF ALLEGIANCE ADOPTION OF AGENDA Upon a motion made by Commissioner Thomas and seconded by Commissioner Molden, the Planning Commission unanimously adopted the agenda for this evening’s meeting with the removal of no meeting minutes. ------------- 5 Frederick County Planning Commission Page 4158 Minutes of December 4, 2024 COMMITTEES Comprehensive Plans and Programs Committee – 11/18/24 Commissioner DeHaven reported the committee discussed CPPA #01-24 Appleland Properties and recommended the item be sent forward to the Planning Commission. Frederick Water – 11/19/24 Commissioner Brumback reported, a presentation of Fiscal Year 2024 Financial Reports by the accounting firm of Brown Edwards was presented to the Board. Transportation Committee – 11/25/24 Chairman Stowe reported, the committee received an update on the Eastern Frederick County Transportation Study, a Capital Improvement Plan update. Also discussed was the VDOT Road Maintenance Prioritization process, the MPO study consisting of Exit 321-323 Transportation study, and a potential pilot program for increased truck weights on interstates. City of Winchester – 11/19/24 Commissioner Mayfield, Winchester City Planning Commission Liaison, reported the Commission held public hearings on the following: Conditional Use Permit at 506 W. Leicester Street; a Rezoning of 0.32 acres at 341 and 345 North Pleasant Valley Road, and an Ordinance Amendment to the Neighborhood Design District. Board of Supervisors – 11/13/24 Commissioner Thomas reported on behalf of Supervisor Liero, the Board of Supervisors approved a Conditional Use Permit for Robert Molden, a Conditional Use Permit for Wolfe Lynn Ramey Trust, and a Rezoning for D&M Container Service. ------------- CITIZEN COMMENTS Chairman Stowe called for citizen comments on any subject not currently on the Planning Commission’s agenda or any item that is solely a discussion item for the Commission. No one came forward to speak and Chairman Stowe closed the public comments portion of the meeting. ------------- 6 Frederick County Planning Commission Page 4159 Minutes of December 4, 2024 PUBLIC HEARING Rezoning #09-24 for Middletown, LLC (B. Hester Trustee and W. Hester Trust) Action – Recommend postponing for 90 days M. Tyler Klein, Senior Planner, reported this application is submitted to rezone approximately 101.25+/- acres from the RA (Rural Areas) Zoning District to the TM (Technology Manufacturing) Zoning District with proffers. The property is on the east side of Valley Pike (Route 11) and approximately 3,000 feet north of the Town of Middletown corporate limits and is identified by Property Identification Number 84-A-78 in the Back Creek Magisterial District. He noted, 70.85+/- acres will be designated for industrial use and 10+/- acres will be designated for public use. He presented a zoning map of the property. Mr. Klein continued, the Comprehensive Plan and the Middletown/Lord Fairfax Sewer and Water Service Area provide guidance on the future development of the subject property. The Plan identifies the subject properties with a mixed-use industrial/office land use designation and as being within the limits of the Sewer and Water Service Area (SWSA). Chapter 4 – Business Development, further states: “The value of office and industrial business development to Frederick County is immeasurable. As part of the County’s economic development effort, office and industrial growth is a key component for ensuring a broad selection of employment opportunities for its citizens.” The rezoning proposes implementation of the Technology-Manufacturing (TM) Park Zoning District which is consistent with the Plan identified mixed-use industrial/office future land use designation. Mr. Klein reported, vehicular access to the industrial use development area is limited to a maximum of two (2) commercial entrances from Valley Pike (Route 11), subject to VDOT approval. Industrial vehicle access from mustang Lane (primary access road to Middletown Elementary School) is prohibited. The Traffic Impact Analysis (TIA dated July 27, 2022) notes: with the addition of site- generated traffic, acceptable levels-of-service at the I-81 northbound ramp/Reliance Road and the Valley Pike (Route 11)/Reliance Road intersections would continue to be maintained assuming the installation of traffic signals. He continued, the application proposes a monetary contribution for their proportional share of future regional transportation improvements involving the above identified ramp intersections, which may include signalization, turn lane installation, etc. The proffer statement also included a 10-foot wide asphalt trail along Valley Pike along the property frontage. Mr. Klein shared the proffer statement (November 25, 2024), a Generalized Development Plan (GDP) provided by the Applicant, and a long range land use map. He concluded, a work session was held on November 20, 2024 to discuss this application. Three (3) issues were identified for the Applicant to address prior to this public hearing: the cost of signalization for the ramp intersections of I-81 and Reliance Road, dedication of Mustang Lane as public right-of-way that could be accepted into the state system, and prohibiting TM Park District uses that could have a negative impact on adjoining properties. Planning Commissioners shared their concerns with safety at this location and Mustang Lane which leads to Middletown Elementary School. Also discussed by the Planning Commissioners is the allowable uses that could cause an explosion in the area. Chris Mohn of Greenway Engineering and representing the Applicant came forward and share a presentation and photos of the property. He addressed the concerns brought forward by the Planning Commissioners. Chairman Stowe called for anyone who wished to speak regarding this Public Hearing to come forward at this time. There were six citizens that came forward and voiced their concerns with the traffic the application will generate and safety issues with the proposal being located so close to the elementary school. No one else came forward to speak and Chairman Stowe closed the public comment portion of the hearing. 7 Frederick County Planning Commission Page 4160 Minutes of December 4, 2024 Upon Motion made by Commissioner Brumback and seconded by Commissioner McKay to recommend a postponement of 90 days BE IT RESOLVED; the Frederick County Planning Commission does unanimously recommend postponement for 90 days of Rezoning #09-24 for Middletown, LLC (B. Hester Trustee and W. Hester Trust). (Note: Commissioner Markert and Commissioner Aikens were absent from the meeting) Ordinance Amendment to the Frederick County Code - Special Event Facility Action – Recommend Approval Amy L. Feltner, Planner I, reported this is a proposal to modify the surface material of the required parking areas associated with a special event facility. The amendment would remove the requirement that all parking and travel aisles for special event facilities be gravel. She noted, the proposed amendments to the ordinance were initiated by Staff at the request of the Board of Supervisors. Mrs. Feltner continued, the intent for this modification is to permit the dual use of pasture and meadows for parking for the events without requiring the property owner to gravel such surfaces that are infrequently used for parking. All other approved businesses or business activity operated on the property that are not directly the special event use shall meet the requirements for off-street parking and parking lots. Mrs. Feltner share a history of this amendment. The Development Review and Regulations Committee (DRRC) discussed the item on October 24, 2024. The Committee noted concern that driveways and travel ways would also be permitted to be of any material. Clarification is needed to require driveways and all travel ways leading to and accessing the parking area to have a minimum gravel surface. These changes were incorporated into the proposed amendment. She noted, the intent is to require a gravel, or equivalent surface, for travel ways leading to, but not within the designated parking areas. A Planning Commission member raised concern about requiring the parking area to require anything material for the parking area that would be detrimental to the pasture or meadow areas. It was discussed that this amendment would be less restrictive on what is currently required for Special Event Facilities in the Rural Area (RA) with the approved Conditional Use Permit (CUP). Chairman Stowe called for anyone who wished to speak regarding this Public Hearing to come forward at this time. No one came forward to speak and Chairman Stowe closed the public comment portion of the hearing. Upon a motion made by Commissioner Thomas and seconded by Commissioner Kozel BE IT RESOLVED, the Frederick County Planning Commission does recommend approval of the Ordinance Amendment to the Frederick County Code – Special Event Facility. Yes: Brumback, McKay, Sneddon, Molden, Stowe, Thomas, Kozel, Kerns, DeHaven, Triplett No: Brannon (Note: Commissioner Markert and Commissioner Aikens were absent from the meeting) 8 Frederick County Planning Commission Page 4161 Minutes of December 4, 2024 Comprehensive Plan Amendment – Western Frederick Land Use Plan Action – Recommend Approval M. Tyler Klein, Senior Planner, began, the Western Frederick study area of the County is envisioned to provide a planned transition from the urban and suburban nature of the City of Winchester and the rural areas west of Route 37. The study (planning) area encompasses approximately +/-6,229-acres of the County generally west of the City of Winchester, including areas east and west of Route 37, north and south of Route 522 (North Frederick Pike), north and south of Route 50 (Northwestern Turnpike), and north from Cedar Creek Grade (Route 622). The western most sections of the study area extend along Route 50 to Poorhouse Road (Route 654) and just east of Wardensville Grade (Route 608). Properties included in the study area are also within the Stonewall, Gainesboro, and Back Creek Magisterial Districts. The Western Frederick Land Use Plan incorporates three previously studied planning areas: Round Hill Community (last updated 2010), Western Jubal Early (2006), Route 37 West (1997) and includes the area between the City of Winchester and Route 37 and north/south of Route 522 known as “Sunnyside” (area not previously studied). The project has been on-going since the Spring of 2023. During that time, staff have conducted field surveying and undertaken extensive outreach and community engagement to discuss the study area and future planned land uses with the public. This included interviews with landowners and key stakeholders (VDOT, Frederick Water, Shenandoah Valley Battlefields Foundation (SVBF), FCPS, Parks and Recreation); two (2) online preference surveys (January/February 2024 and July/August 2024), fourteen (14) town hall meetings with various organizations and communities (January/February 2024), and two (2) community meetings (August 2024). During that time staff collected more than 300 survey responses and connected in person with more than 400 members of the community. The common theme expressed in public outreach is concern with the timing, pace and location of future growth in this area of the County and a stated desire to keep areas not already planned for development primarily rural. The draft plan, particularly the recommendation for future development patterns, reflects to the extent possible public feedback received and planning best practices. Summary of Proposed Changes Included with this summary memo is the draft plan, and draft maps (both revised September 2024). Key map and text changes are summarized by each planning sub-area below: Sunnyside A change in land use designation from primarily planned “residential” and “business” to a mix of “urban center and residential.” Text was included that outlines guiding policies for future urban center development, the integration of existing residential neighborhoods with a future “urban center,” and redevelopment/infill development policies. Connectivity, particularly pedestrian connectivity between residential and commercial areas, is also outlined in plan policies. Albin (formerly Route 37 West) The map and plan policies further define boundaries of Albin Rural Community Center (RCC). This aligns with broader Comprehensive Plan policies to designate rural growth within the RCC. Significant areas of “recreation” land use are delineated on the map, encompassing core battlefield and historic properties. Plan policies supporting this land use designation are also provided. This area continues to be primarily “rural.” Round Hill An expansion of sewer and water service area (SWSA) is proposed to conform to boundaries of Round Hill Rural Community Center. This reflects broader Comprehensive Plan policies to establish public utility systems, where feasible, around the designated rural community centers. Accompanying this SWSA expansion. Plan policies have been included for future development within designated rural community center to better conform to adopted Comprehensive Plan for limiting new commercial and residential 9 Frederick County Planning Commission Page 4162 Minutes of December 4, 2024 development with the rural community centers. Minor revisions to planned roadways were made north of Route 50 to conform to proffered improvements associated with planned developments. Ward Ave (Route 1317) is proposed as a newly designated future “improved minor collector roadway” to expand planned future secondary circulation south of Route 50 in areas designated for future “business” uses. Plan policies to address road improvements associated with Route 50 STARS study. There were no changes to future land use designations for this area of the county. Mr. Klein noted, a previous version of the plan proposed changes to the future land use designation for Rock Harbor Golf Course properties. As a result of public feedback, including a separate in-person meeting with residents of the Roscommon community, the future land use designation was left unaltered from what is currently envisioned (“commercial recreation”). Western Jubal Early The plan proposes a change in land use designation from primarily “residential” with limited areas of “business” to “planned unit development (PUD).” Plan text was included with guiding policies for the future PUD including providing for a mix of housing types, where neighborhood scale commercial uses would be appropriate, desired high-quality architecture and site design, guidance for walkable neighborhoods, the preservation of the Abrams Creek Wetlands, and interconnection with the Willow Run community. Transportation improvements in the Western Jubal Early sub-planning area include affirming the County’s planned improvement of a new Route 37 interchange with Merrimans Lane, a future east/west collector from the City of Winchester boundary (West Jubal Early extended) to the proposed new interchange, and a new north/south collector roadway from Merrimans Lane south to a planned intersection with Cedar Creek Grade. Chairman Stowe called for anyone who wished to speak regarding this Public Hearing to come forward at this time. Two citizens spoke regarding the proposed area plan update: one speaker was in support and one speaker had no opinion on the matter. No one else came forward to speak and Chairman Stowe closed the public comment portion of the hearing. Upon a motion made by Commissioner DeHaven and seconded by Commissioner Triplett BE IT RESOLVED, the Frederick County Planning Commission does unanimously recommend approval of the Comprehensive Plan Amendment – Western Frederick Land Use Plan. (Note: Commissioner Markert and Commissioner Aikens were absent from the meeting) ------------- OTHER Wyatt G. Pearson, Director, reported there will be a work session held on December 18, 2024 at 6:00 and all are encouraged to attend to discuss Winchester East at Opequon Creek rezoning. ------------- 10 Frederick County Planning Commission Page 4163 Minutes of December 4, 2024 ADJOURNMENT No further business remained to be discussed, and a motion was made by Commissioner Thomas to adjourn the meeting. This motion was seconded by Commissioner Molden and unanimously passed. The meeting was adjourned at 9:15 p.m. Respectfully submitted, ____________________________ Tim Stowe, Chairman ___________________________ Wyatt G. Pearson, Secretary 11 Planning Commission Agenda Item Detail Meeting Date: February 19, 2025 Agenda Section: Public Hearings Title: Rezoning #11-24 of Route 7 Self Storage (Edward P. Browning IV) - (Mrs. Peloquin) Attachments: PC02-19-25REZ11-24_Redacted.pdf 12 REZONING #11 -24 Route 7 Self Storage (Edward P. Browning IV) Staff Report for the Planning Commission Prepared: February 5, 2025 Staff Contact: Kayla Peloquin, AICP, Planner II Executive Summary: Meeting Schedule Planning Commission: January 15, 2025 Planning Commission: February 19, 2025 Action: Tabled Action: Pending Board of Supervisors: March 12, 2025 Action: Pending Property Information Property Identification Number (PIN) 55-A-180 Address Berryville Pike (Route 7) Magisterial District Red Bud Acreage +/- 2.38 acres Zoning & Present Land Use Zoning: B1 (Neighborhood Business) Land Use: Vacant Proposed Zoning B2 (General Business) Adjoining Property Zoning & Present Land Use North: Principal Arterial Land Use: Berryville Pike (Route 7) South: RP (Residential Performance) District Land Use: Single Family Residential East: RA (Rural Areas) District Land Use: Restaurant/Pub West: RA (Rural Areas) District Land Use: Single Family Residential Proposed Use This is a request to rezone one (1) parcel of 2.38-acres from the B1 (Neighborhood Business) Zoning District to the B2 (General Business) Zoning District with proffers to allow for a self storage facility. Positives Concerns The proffer statement restricts the use of the property to a self-service storage facility only. This use would likely generate less trips per day than some of the permitted uses in the B1 Zoning District that could be built by-right. Outdoor trailer parking is prohibited. Large vehicles and trucks, potentially with trailers, may be accessing the site to drop off or pick up items at the facility. This area of Route 7 is already congested and has numerous documented safety concerns and incidents. 13 Page 2 of 4 A right turn lane to enter the property with a 100’ taper and a 100’ deceleration lane and a right turn lane exiting the property with a 75’ acceleration lane and a 50’ taper has been added to the GDP and proffer statement. These improvements will make the entrance to the property safer. Additional business development in the County could provide employment opportunities and tax revenue to the County. The proposed rezoning is not in conformance with the Comprehensive Plan, which designates the desired long-range land use as residential. Review Agency Comments: Review Agency Comment Date Comment Summary Status Frederick County (FC) Fire Marshal December 13, 2023 Fire apparatus access roads must be shown on the site plan. Applicant acknowledged fire access roads must be shown on site plan. FC Attorney January 21, 2025 Specify what zoning district uses are to be excluded in the proffer statement. Addressed. Frederick Water January 2, 2024 The submission included a preliminary site plan and entrance concept along Route 7, which will be atop an existing 10-inch water main, will require that the developer replace the water main as construction atop the main will certainly cause damage to the main. We look to the design phase of the project to review the detailed entrance improvements and water main replacement plans. Applicant has acknowledged the comment. FC Public Works December 19, 2023 No comment. VDOT December 19, 2024 Given the location of this property on a narrow section of Route 7 (without adequate shoulders), we would suggest a commitment by the developer to provide a full right turn lane into the project (100-feet storage, 100-feet taper). Addressed. Added to proffers and GDP revised in January 2025. 14 Page 3 of 4 Planning & Zoning Staff Analysis: Site History: The property was part of a large rezoning from A2 (Agricultural General) to RP (Residential Performance) in 1987 and was later subdivided and rezoned from RP to B1 (Neighborhood Business) in 1989 with no proffers. General Development Plan (GDP), Site Access, and Transportation: The GDP, revised January 13, 2025, depicts a new right-in/right-out entrance south off eastbound Route 7 with a proposed bridge over a stream (Ash Hollow Run). The GDP shows 13 vehicle parking spaces. There are existing entrances nearby along Route 7, approximately 60’ west of the western property boundary and approximately 20’ east of the eastern property boundary. The posted speed limit is 45 MPH. The right turn acceleration lane and deceleration lane requested by VDOT have been added to the GDP. The impact analysis, revised in January 2025, states, “the business assumes minimum employee presence and possibly five customers daily. A majority of the activity on site will be autonomous self-service with minimal amount of traffic in and out of the site” (pg. 2) and later states the estimated vehicle trips per weekday average is 58.6 trips per day (TPD) per the ITE Trip Generation Manual, 7th edition. Comprehensive Plan Conformance: The Comprehensive Plan and the Senseny/Eastern Frederick Area Plan provide guidance on the future development of the subject property. The Plan identifies this property with a “residential” land use designation of 4 dwelling units per acre (4 u/a) and is within the limits of the Sewer and Water Service Area (SWSA) and the Urban Development Area (UDA). The Plan envisions this area of the County and the Route 7 corridor to remain residential. Business uses are planned closer to Interstate 81 and west of Greenwood Road. Therefore, the current and proposed zoning is inconsistent with the Plan. Proffers & Staff Comments: Proffers (Revised 1/21/25) Staff Comment Proposed use has been limited to self-service storage facilities only. This proffer restricts all other B2 permitted uses that could generate more trips per day. Commercial entrance shall include a right turn lane into the development with a 100’ taper and a 100’ deceleration lane and a 75’ acceleration land and a 50’ taper exiting the development. Proffers have addressed VDOT comments. 15 Page 4 of 4 Outdoor trailer storage will be prohibited. This proffer was added at the request of staff. It is intended to decrease the amount of large vehicles/trailers/RVs from being stored on site. However, given the self-storage use, large vehicles will still be entering and exiting the property. Planning Commission Summary & Action: The Planning Commission met on January 15, 2025 and received a revised impact analysis, GDP, and proffers during the meeting. Staff’s presentation reflected the updated materials and outlined the major changes from the initial submission, namely the restriction of all B2 permitted uses other than self-storage, the restriction of outdoor trailer storage, and the addition of turn lanes. The commissioners discussed the B1 Zoning District uses that could be constructed by-right with the current zoning, and staff confirmed that development of those uses could commence with a site plan approved by the planning department and other reviewing agencies. One commissioner pointed out that the current zoning also does not meet the desired long-range land use in the Comprehensive Plan, and that the proposed self-storage use is likely less intensive than many of the permitted B1 Zoning District uses. Mr. Knechtel with Potesta & Associates, representing the applicant, outlined the zoning district buffer requirement of at least 50’ with a landscaping component that would be required adjacent to residential uses. Mr. Knechtel said a safety railing would be placed on top of the retaining wall and site lighting would be addressed through a photometric plan at the site plan stage. The Zoning Ordinance requires lighting to not shine onto other properties or roadways. The Planning Commission held a public hearing and two residents spoke. The concerns were primarily regarding potential environmental and erosion issues, the safety of the children in the Pioneer Heights subdivision, the proposed use not fitting in with the character of the community, and potential impacts to nearby residential property values. The Planning Commission tabled the application to the meeting on February 19th to allow the public time to review the updated materials and provide comments on the revisions. The Chairman left the public hearing open so that it could be continued at the next meeting. Following a public hearing, staff is seeking a recommendation from the Planning Commission to forward to the Board of Supervisors on this rezoning application. 16 ¬«7 ¬«7 55 A 180 223ASBURY RD 225ASBURY RD 227ASBURY RD 229ASBURY RD 100MONROESCIR 102MONROESCIR 203CAVALRY DR 205CAVALRY DR 207CAVALRY DR 103MONROESCIR 104MONROESCIR 209CAVALRY DR 2372BERRYVILLEPIKE 105MONROESCIR 106MONROESCIR 107MONROESCIR 112WINNS CIR 2294BERRYVILLEPIKE 114WINNS CIR 2232BERRYVILLEPIKE 2222BERRYVILLEPIKE 2216BERRYVILLEPIKE 2230BERRYVILLEPIKE BERRYVILLE PIKE BERRYVILLE PIKE Application Parcels Sewer and Water Service A rea B1 (Neighborhood Business District) RP (Residential P erform ance District)µ Frederick C ounty Planning & Development107 N Kent StWinchester, V A 22601540 - 665 - 5651Map Created: December 30, 2024 BERRYVILLEPIKEW OODSMILL RDMILL RACE DR EVE TT E PL BERRYVILLEPIKE C A V A L R Y D RPIKESIDELN KEMPERCT BATTLEFIELDDR TUCKS CI RARTI LLERY RDWINNSCIRCANNONCIRREBELSCIROLDWAGON RD A S B U R Y R DMORGANMILL RDMACKENZIE LN FIRST WOODS DR MORLYN DRMERLOT DR¬«7 ¬«7 ¬«7 0 130 26065 Feet REZ # 11 - 24: Route 7 Self StoragePIN: 55 - A - 180Rezoning from B1 to B2Zoning Map REZ #11-24 17 ¬«7 ¬«7 55 A 180 223ASBURY RD 225ASBURY RD 227ASBURY RD 229ASBURY RD 100MONROESCIR 102MONROESCIR 203CAVALRY DR 205CAVALRY DR 207CAVALRY DR 103MONROESCIR 104MONROESCIR 209CAVALRY DR 2372BERRYVILLEPIKE 105MONROESCIR 106MONROESCIR 107MONROESCIR 112WINNS CIR 2294BERRYVILLEPIKE 114WINNS CIR 2232BERRYVILLEPIKE 2222BERRYVILLEPIKE 2216BERRYVILLEPIKE 2230BERRYVILLEPIKE BERRYVILLE PIKE BERRYVILLE PIKE Application Parcels Sewer and Water Service A rea µ Frederick C ounty Planning & Development107 N Kent StWinchester, V A 22601540 - 665 - 5651Map Created: December 30, 2024 BERRYVILLEPIKEW OODSMILL RDMILL RACE DR EVE TT E PL BERRYVILLEPIKE C A V A L R Y D RPIKESIDELN KEMPERCT BATTLEFIELDDR TUCKS CI RARTI LLERY RDWINNSCIRCANNONCIRREBELSCIROLDWAGON RD A S B U R Y R DMORGANMILL RDMACKENZIE LN FIRST WOODS DR MORLYN DRMERLOT DR¬«7 ¬«7 ¬«7 0 130 26065 Feet REZ # 11 - 24: Route 7 Self StoragePIN: 55 - A - 180Rezoning from B1 to B2Location Map REZ #11-24 18 ¬«7 ¬«7 55 A 180 223ASBURY RD 225ASBURY RD 227ASBURY RD 229ASBURY RD 100MONROESCIR 102MONROESCIR 203CAVALRY DR 205CAVALRY DR 207CAVALRY DR 103MONROESCIR 104MONROESCIR 209CAVALRY DR 2372BERRYVILLEPIKE 105MONROESCIR 106MONROESCIR 107MONROESCIR 112WINNS CIR 2294BERRYVILLEPIKE 114WINNS CIR 2232BERRYVILLEPIKE 2222BERRYVILLEPIKE 2216BERRYVILLEPIKE 2230BERRYVILLEPIKE BERRYVILLE PIKE BERRYVILLE PIKE Application Parcels Sewer and Water Service A rea Long R ange Land Use Residential, 4 u/a µ Frederick C ounty Planning & Development107 N Kent StWinchester, V A 22601540 - 665 - 5651Map Created: December 30, 2024 BERRYVILLEPIKEW OODSMILL RDMILL RACE DR EVE TT E PL BERRYVILLEPIKE C A V A L R Y D RPIKESIDELN KEMPERCT BATTLEFIELDDR TUCKS CI RARTI LLERY RDWINNSCIRCANNONCIRREBELSCIROLDWAGON RD A S B U R Y R DMORGANMILL RDMACKENZIE LN FIRST WOODS DR MORLYN DRMERLOT DR¬«7 ¬«7 ¬«7 0 130 26065 Feet REZ # 11 - 24: Route 7 Self StoragePIN: 55 - A - 180Rezoning from B1 to B2Long Range Land Use Map REZ #11-24 19 20 21 ENGINEERS AND ENVIRONMENTAL CONSULTANTS22 23 COMMUNITY IMPACT STATEMENT Edward P. Browning IV Route 7 Self-Storage Commercial Development Engineering Services Frederick County, Virginia Prepared for: Edward P. Browning IV 415 West Cecil Street Winchester, Virginia 22601 Prepared by: Potesta & Associates, Inc. 15 South Braddock Street Winchester, Virginia 22601 Phone: (540) 450-0180 Fax: (540) 450-0182 Project No. 0103-21-0405 January 2025 24 Community Impact Statement, Edward P. Browning IV, Route 7 Self-Storage (0103-21-0405), January 2025 TABLE OF CONTENTS BACKGROUND .............................................................................................................................1 A. Suitability of the Site ...........................................................................................................1 B. Surrounding Properties ........................................................................................................1 C. Traffic ..................................................................................................................................2 D. Architectural/Building Materials/Landscaping ...................................................................2 E. Sewage Conveyance and Treatment ....................................................................................2 F. Water Supply .......................................................................................................................2 G. Drainage ...............................................................................................................................2 H. Solid Waste Disposal Facilities ...........................................................................................2 I. Historic Sites and Structures ................................................................................................3 J. Impact on Community Facilities ..........................................................................................3 J1. Educational Facilities and Services .........................................................................3 J2. Police Protection ......................................................................................................3 J3. Fire and Rescue Protection ......................................................................................3 J4. Parks and Recreation................................................................................................3 J5. Solid Waste Disposal ...............................................................................................3 J6. Other Government Activities ...................................................................................3 25 Community Impact Statement, Edward P. Browning IV, Route 7 Self-Storage (0103-21-0405), January 2025 Page 1 COMMUNITY IMPACT STATEMENT Edward P. Browning IV Route 7 Self-Storage Commercial Development Engineering Services Frederick County, Virginia BACKGROUND The project is located along the south of Virginia Route 7 East (Berryville Pike) approximately 2,000 feet east of the intersection of Greenwood Road and Virginia Route 7 East, east of the City of Winchester at TM: 55-A-180. The overall parcel is 2.38 acres and is adjacent to Granny’s Restaurant. Historically, the site has been a vacant, brushed wooded area. Edward P. Browning IV is proposing to construct a Self-Storage Complex in conjunction with access off of Berryville Pike crossing Ash Hollow Run, along with accompanying parking and other paved areas on this 2.38-acre lot. They expect five employees and possibly five customers daily. Public utilities, water, and sewer services will be provided by Frederick Water. Stormwater management will be provided for the site through the construction of appropriate stormwater controls and additional water quality best management practices. A. Suitability of the Site The site property is located in a wooded parcel with a natural stream (Ash Hollow Run) that runs parallel along the northern edge of the property line and the southern edge of Berryville Pike. The site will be developed for commercial use with a paved curb-and-gutter parking lot and building(s). The site is currently served by existing utilities such as gas, electric, and water. Sewer service is available on adjacent properties. The northern portion of the site along Ash Hollow Run is located within a flood plain (Zone A) according to FEMA FIRM Map # 51069C0240E, effective January 28, 2021. Appropriate engineering controls will be utilized to address potential flood plain concerns and will follow Corps of Engineers and CLOMA requirements. There are no known prime agricultural soils on site. There are slopes up to 40 percent on the southern portion of the parcel leading uphill toward the Pioneer Heights Subdivision. Soil or bedrock conditions which would create construction difficulties will be appropriately addressed in the proposed site development plans. B. Surrounding Properties The adjoining properties are Residential Performance and Rural Area uses. The Red Bud Run Subdivision is located across Berryville Pike. The Pioneer Heights Subdivision is located immediately south of the property. The immediate adjacent lot to the east is occupied by Granny’s Restaurant. The immediate adjacent lots to the west are two additional residential properties. 26 Community Impact Statement, Edward P. Browning IV, Route 7 Self-Storage (0103-21-0405), January 2025 Page 2 The business assumes minimum employee presence and possibly five customers daily. A majority of the activity on site will be autonomous self-service with minimal amount of traffic in and out of the site. The potential for impacts on surrounding properties associated with noise, glare, fumes, pollution, odors, or other nuisance factors are minimal. C. Traffic The project site will require the construction of a new Virginia Department of Transportation entrance over the existing stream immediately south of Berryville Pike. The estimated vehicle trips per weekday average is 58.6 trips per day (TPD) per “Mini-Warehouse” #151 of the ITE Trip Generation Manual, 7th edition. D. Architectural/Building Materials/Landscaping • All buildings will be constructed using compatible architectural material and developed as a cohesive entity to mitigate potential impacts to adjoining residential uses. • The developer shall comply with the landscaping requirements of the Frederick County Code. E. Sewage Conveyance and Treatment Sanitary sewer is proposed to be pumped to the existing collection systems within the Pioneer Heights Subdivision and will be developed to meet current requirements and regulations of Frederick Water. F. Water Supply An existing water line serviced by Frederick Water is located within the boundaries of the parcel. This water line divides into two separate branches, one of which follows the western property line starting at the southern edge of Berryville Pike and leads into the Pioneer Heights subdivision. The other follows the edge of the northern property line and the southern edge of Berryville Pike running parallel with Berryville Pike. G. Drainage The new stormwater management system development will meet the requirements of the current stormwater regulations. H. Solid Waste Disposal Facilities Solid waste for this development will be stored in metal containers for pick up by a local solid waste collector. It is anticipated that collections will occur weekly. 27 Community Impact Statement, Edward P. Browning IV, Route 7 Self-Storage (0103-21-0405), January 2025 Page 3 I. Historic Sites and Structures There are no known historic sites or structures in or around the subject property. J. Impact on Community Facilities J1. Educational Facilities and Services These services are not applicable to this project. J2. Police Protection The Frederick County Sheriff’s Department and Winchester Police Department response time, under ideal conditions, would be less than 15 minutes. The existing service demand for this property is currently low and is anticipated to remain at this level with the addition of this facility. Natural terrain will not inhibit response due to the established road network. J3. Fire and Rescue Protection The closest fire station and/or rescue squad is Greenwood Volunteer Fire approximately 2.6 miles from the site, and Winchester Fire and Rescue, approximately 3.5 miles from the site. Response time for a safety emergency on this property should be less than 10 minutes. The existing service demand for this property is currently low and is anticipated to remain at this level with the addition of this facility. Natural terrain will not inhibit response due to the established road network. J4. Parks and Recreation These services are not applicable to this project. J5. Solid Waste Disposal Solid waste for this development will be stored in metal containers for pick up by a local solid waste collector. It is anticipated that collections will occur weekly. J6. Other Government Activities This project will require normal governmental services during planning and construction phases. 28 29 30 31 32 You don't often get email from elawrence@frederickwater.com. Learn why this is important From:Joe Knechtel To:Cole M. Davis Subject:FW: Darien, LLC., Route 7 Self Storage rezoning application review comment Attachments:2024 01 12 Darien LLC Rezoning Comment. Frederick Water.pdf From: Eric R. Lawrence <ELawrence@frederickwater.com> Sent: Tuesday, January 2, 2024 2:23 PM To: Joe Knechtel <KJKnechtel@potesta.com> Cc: Michael Newlin <MNewlin@frederickwater.com>; Earl Wiley <ewiley@frederickwater.com> Subject: RE: Darien, LLC., Route 7 Self Storage rezoning application review comment Joe, I have reviewed the December 11, 2023, resubmission of the Darien, LLC Route 7 Self-Storage rezoning application. The rezoning application package is acceptable. It is noted that the December 11, 2023 submission includes a preliminary site plan and entrance concept. The planned entrance improvements along Route 7, which will be atop an existing 10-inch water main, will require that the developer replace the water main as construction atop the main will certainly cause damage to the main. We look to the design phase of the project to review the detailed entrance improvements and water main replacement plans. Thank you. Eric Lawrence 33 34 35 Route 7 Self Storage Rezoning Comments January 9, 2024 The documentation within the application to rezone this property may have significant measurable impact on Route 7 (Berryville Pike). This Route is the VDOT roadway which has been considered as the access to the property referenced. VDOT is concerned that the improvements to Route 7, as shown on the “For Regulatory Review”, not sealed, may not be binding in its current form. We recommend these improvements, right turn lane and taper, should be included as part of the transportation proffers verbiage. The current as well as the future projections of traffic volume and speed necessitate these improvements be part of any initial construction on this parcel. 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 Planning Commission Agenda Item Detail Meeting Date: February 19, 2025 Agenda Section: Public Hearings Title: Rezoning #01-25 of Neff Property Commercial (E R Neff Excavating Inc.) - (Mr. Klein) Attachments: PC02-19-25REZ01-25_Redacted.pdf 73 REZONING #01-25 Neff Property Commercial (E R Neff Excavating Inc.) Staff Report for the Planning Commission Prepared: February 11, 2025 Staff Contact: M. Tyler Klein, AICP, Senior Planner Executive Summary: Meeting Schedule Planning Commission: February 19, 2025 Action: Pending Board of Supervisors: March 12, 2025 Action: Pending Property Information Property Identification Number (PIN) 86-A-77 Address Double Church Road (Route 641), Stephens City Magisterial District Opequon Acreage +/- 6.6-acres Zoning & Present Land Use Zoning: RA (Rural Areas) Land Use: Vacant Proposed Zoning B2 (General Business) Adjoining Property Zoning & Present Land Use North: B2 (General Business) Land Use: Commercial South: RA (Rural Areas) Land Use: Commercial East: RA (Rural Areas) Land Use: Vacant West: B2 (General Business) Land Use: Commercial Proposed Use This is a request to rezone +/-6.6-acres of a +/-9.83-acre parcel from RA (Rural Areas) Zoning District to B2 (General Business) Zoning District with proffers to enable commercial development. Positives Concerns The proposal includes proffered transportation improvements to address future widening of Double Church Road (Route 641), and inter- parcel connectivity with development to the west in conformance with Plan policy. Approval of the rezoning enables completion of a planned road connection between South Warrior Drive and Double Church Road. The requested zoning district, B2, only partially implements Plan policy specific to the “Sherando” urban center. Plan policies, including elements of “traditional neighborhood design” and a “strong street presence” are absent from the proposal and could further enhance the implementation of the desired development patterns envisioned by the Plan. 74 Page 2 of 5 Any allowed B2 uses would be permitted, some of which may not fully implement plan policies for “urban center.” Review Agency Comments: Review Agency Comment Date Comment Summary Status Frederick County (FC) Public Works April 29, 2024 “We offer no comments at this time.” FC Fire Marshal January 3, 2025 See attached comment letter. FC County Attorney November 26, 2024 See attached comment letter. Comments addressed. Frederick Water April 29, 2024 See attached comment letter. Virginia Department of Transportation (VDOT) November 13, 2024 “VDOT has reviewed the rezoning application for the Neff property (TM#86-A-77) located on Double Church Road (Route 641) near the intersection with Fairfax Pike (Route 277) and we are in agreement with the recommendations identified within the Traffic Impact Analysis dated 10/02/2024. The applicant proposes to extend Berkeley Street through the site which provides a parallel roadway that sufficiently mitigates any impacts of this development.” See attached comment letter. Comments addressed. Planning & Zoning Staff Analysis: Comprehensive Plan Conformance: The Comprehensive Plan (adopted November 2021) and the Southern Frederick Area Plan (SOFRED, 2017) provide guidance on the future development of the subject property. The Plan identifies the subject property with a “urban center” land use designation and as being within the limits of the Sewer and Water Service Area (SWSA) and the Urban Development Area (UDA). Further, the SOFRED plan identifies the subject properties within the “Sherando Center” planning area. The plan states: 75 Page 3 of 5 “The Sherando Center is envisioned to be an intensive, walkable urban area that is well integrated with the surrounding community. The center should be based on the principles of New Urbanism or Traditional Neighborhood Design promoted in the Comprehensive Plan. It shall contain a large commercial core, generally higher residential densities with a mix of housing types, an interconnected street system, and public open space around which the center is designed. Community facilities shall also provide a focal point for the center and surrounding community. Presently, Sherando High School and Sherando Park provide this function. In the future, these resources shall be complemented by a new elementary school which shall serve the existing and future population and be located within the center. Public spaces in the form of pocket parks, plazas, or greens shall be further integrated into the design of the Sherando Center. The commercial and residential mix of land uses shall have a strong street presence and shall relate to existing Route 277, Warrior Drive and Double Church Road. The mix of commercial, residential, employment, and community uses shall be linked to the surrounding community with intermodal transportation choices and public open spaces. The Sherando Center is centrally located to the community and is in the short term, respectful to the Agricultural District. “ The proposed rezoning request B2 (General Business) zoning district and this district may be associated with the “urban center” land use designation in the Comprehensive Plan if the proposed development is properly integrated and connected with a larger mix-used area and implements other stated Plan policies (above). This proposal may be further enhanced, and better address plan policies, through use of the Tradition Neighborhood Design-Business (TNDB) Overlay District which is intended to be utilized by parcels identified as potential “urban centers.” The proposal also provides a physical connection to the east to the Sherando Green/Fairfax Downs development (under development), addressing “integration and connection with a larger mixed-use area”. As proposed, the rezoning is partially compatible with the Comprehensive Plan future land use policies. Transportation & Site Access The Plan also identifies transportation improvements in the vicinity of the subject property. Double Church Road (Route 641) is identified as an “improved major collector” roadway. Further, the Plan identifies as “new minor collector” bisecting the site east to west from Double Church Road west to the planned Fairfax Downs mixed-use development. See future land use plan inset below. The rezoning proposal includes improvements to serve the development to Double Church Road and construction of the east/west minor collector from Sherando Green/Fairfax Downs to Double Church Road, and dedication of right-of-way for future Double Church Road widening. The proposal is generally consistent with the planned improvements in the Comprehensive Plan. 76 Page 4 of 5 Proffer Statement, Generalized Development Plan (GDP), & Impact Analysis: Proffers (Dated 12/12/24) Staff Comment Proffer 1 – Transportation No comment. Proffer 2 – Fire and Rescue No comment. The generalized development plan (GDP) dated November 19, 2024, is included below. The GDP depicts proffered improvements as described in Proffer 1. 77 Page 5 of 5 Following a public hearing, staff is seeking a recommendation from the Planning Commission to forward to the Board of Supervisors on this rezoning application. 78 ¬«277 ¬«277 86 A 77 104DRIFTWOOD DR 102DRIFTWOOD DR 100DRIFTWOOD DR 561DOUBLECHURCH RD 307BRANDY LN 578DOUBLECHURCH RD 548DOUBLECHURCH RD 547DOUBLECHURCH RD 320FAIRFAXPIKE 500FAIRFAXPIKE 410FAIRFAXPIKE 382FAIRFAXPIKE 469FAIRFAXPIKE 90NOTTAWAYDR 447FAIRFAXPIKE 457FAIRFAXPIKE 101GEORGETOWNE CT 103GEORGETOWNE CT 414DOUBLECHURCH RD 240ELIZABETH DR 240ELIZABETH DR 425FAIRFAXPIKE 429FAIRFAXPIKE 107GEORGETOWNE CT 441FAIRFAXPIKE 111GEORGETOWNE CT 115GEORGETOWNE CT 117GEORGETOWNE CT 112NOTTOWAY DR114NOTTOWAY DR 107NOTTOWAY DR103NOTTOWAY DR 102NOTTOWAY DR 118NOTTOWAY DR NONSUCH CTNOTTOWAY DRFAIRFAX PIKE DOUBLE CHURCH RDApplication Parcels Sewer and Water Service A rea B1 (Neighborhood Business District) B2 (General Business District) M1 (Light Industrial District) M2 (Industrial General Distr ict) RP (Residential P erform ance District)µ Frederick C ounty Planning & Development107 N Kent StWinchester, V A 22601540 - 665 - 5651Map Created: January 23, 2025MEADOWBROOK DRTRUNKDRLANCASTER CTSTELLACTNOTTOWAY DRROSIE CTDOUBLE CHURCH RDELIZABETHDRBODIAM CTDRIFTWOOD DRTWIGGCTVDOTLNKERNCIRDOLLIE MAE LN IANCT WARRIOR DRBERKELEY STAYLOR RDFAIRFAX PIKE RIDGEFIELDAVEHAMILTONCTBRANDY LN Stephens City ¬«277 0 260 520130 Feet REZ # 01 - 25: Neff Property - CommercialPIN: 86 - A - 77Rezoning from RA to B2Zoning Map REZ #01-25 79 ¬«277 ¬«277 86 A 77 104DRIFTWOOD DR 102DRIFTWOOD DR 100DRIFTWOOD DR 561DOUBLECHURCH RD 307BRANDY LN 578DOUBLECHURCH RD 548DOUBLECHURCH RD 547DOUBLECHURCH RD 320FAIRFAXPIKE 500FAIRFAXPIKE 410FAIRFAXPIKE 382FAIRFAXPIKE 469FAIRFAXPIKE 90NOTTAWAYDR 447FAIRFAXPIKE 457FAIRFAXPIKE 101GEORGETOWNE CT 103GEORGETOWNE CT 414DOUBLECHURCH RD 240ELIZABETH DR 240ELIZABETH DR 425FAIRFAXPIKE 429FAIRFAXPIKE 107GEORGETOWNE CT 441FAIRFAXPIKE 111GEORGETOWNE CT 115GEORGETOWNE CT 117GEORGETOWNE CT 112NOTTOWAY DR114NOTTOWAY DR 107NOTTOWAY DR103NOTTOWAY DR 102NOTTOWAY DR 118NOTTOWAY DR NONSUCH CTNOTTOWAY DRFAIRFAX PIKE DOUBLE CHURCH RDApplication Parcels Sewer and Water Service A rea µ Frederick C ounty Planning & Development107 N Kent StWinchester, V A 22601540 - 665 - 5651Map Created: January 23, 2025MEADOWBROOK DRTRUNKDRLANCASTER CTSTELLACTNOTTOWAY DRROSIE CTDOUBLE CHURCH RDELIZABETHDRBODIAM CTDRIFTWOOD DRTWIGGCTVDOTLNKERNCIRDOLLIE MAE LN IANCT WARRIOR DRBERKELEY STAYLOR RDFAIRFAX PIKE RIDGEFIELDAVEHAMILTONCTBRANDY LN Stephens City ¬«277 0 260 520130 Feet REZ # 01 - 25: Neff Property - CommercialPIN: 86 - A - 77Rezoning from RA to B2Location Map REZ #01-25 80 ¬«277 ¬«277 86 A 77 104DRIFTWOOD DR 102DRIFTWOOD DR 100DRIFTWOOD DR 561DOUBLECHURCH RD 307BRANDY LN 578DOUBLECHURCH RD 548DOUBLECHURCH RD 547DOUBLECHURCH RD 320FAIRFAXPIKE 500FAIRFAXPIKE 410FAIRFAXPIKE 382FAIRFAXPIKE 469FAIRFAXPIKE 90NOTTAWAYDR 447FAIRFAXPIKE 457FAIRFAXPIKE 101GEORGETOWNE CT 103GEORGETOWNE CT 414DOUBLECHURCH RD 240ELIZABETH DR 240ELIZABETH DR 425FAIRFAXPIKE 429FAIRFAXPIKE 107GEORGETOWNE CT 441FAIRFAXPIKE 111GEORGETOWNE CT 115GEORGETOWNE CT 117GEORGETOWNE CT 112NOTTOWAY DR114NOTTOWAY DR 107NOTTOWAY DR103NOTTOWAY DR 102NOTTOWAY DR 118NOTTOWAY DR NONSUCH CTNOTTOWAY DRFAIRFAX PIKE DOUBLE CHURCH RDApplication Parcels Sewer and Water Service A rea Long R ange Land Use Urban Center Business Residential, 4 u/a µ Frederick C ounty Planning & Development107 N Kent StWinchester, V A 22601540 - 665 - 5651Map Created: January 23, 2025MEADOWBROOK DRTRUNKDRLANCASTER CTSTELLACTNOTTOWAY DRROSIE CTDOUBLE CHURCH RDELIZABETHDRBODIAM CTDRIFTWOOD DRTWIGGCTVDOTLNKERNCIRDOLLIE MAE LN IANCT WARRIOR DRBERKELEY STAYLOR RDFAIRFAX PIKE RIDGEFIELDAVEHAMILTONCTBRANDY LN Stephens City ¬«277 0 260 520130 Feet REZ # 01 - 25: Neff Property - CommercialPIN: 86 - A - 77Rezoning from RA to B2Long Range Land Use Map REZ #01-25 81 82 83 84 85 86 Frederick County, Virginia IMPACT ANALYSIS STATEMENT AND REZONING APPLICATION MATERIALS FOR REZONING REVIEW AND APPROVAL OF THE Neff Property TM 86-A-77 Opequon Magisterial District April 2024 Prepared by: Pennoni Associates Inc 117 E. Piccadilly Street Suite 200 Winchester, Virginia 22601 87 March 2022 Bowman Trucking Rezoning INTRODUCTION The subject +/- 9.83-acre property identified as Tax Map 86-A Parcel 77 is currently zoned RA Rural Areas District and located in the Opequon Magisterial District. Over the past few years, the Route 277 corridor has seen VDOT traffic improvements as well as increased commercial and residential development. The location of the property and adjacent development plans underway make the rezoning of a portion of the property to B2 Business General District appropriate. The adjacent real estate to the west and, fronting Double Church Road, is existing commercial property. To north are existing and zoned commercial properties fronting on Route 277. Immediately to the east is a residential subdivision under construction with the termination of the east-west collector roadway known as Berkeley Street. The subject of this application is to rezone a +/- 6.6 acre portion of the +/- 9.83 acre parcel; from RA Rural Areas District to B2 Business General District with proffers. The area to be rezoned will be the land north of the proposed extension of Berkeley Street from its proposed terminus just east of the subject property to Double Church Road. The site is located wholly within the Sewer and Water Service Area (SWSA) and Urban Development Area (UDA). The applicant is confident that the proposed rezoning is consistent with the land use policies of the Comprehensive Policy Plan, and development of the rezoned portion of the subject property under the B2 zoning district will not result in negative net impacts. COMPREHENSIVE PLAN The subject property is located within the Southern Frederick Land Use Plan (SFLUP) and is wholly within the Sewer and Water Service Area (SWSA) and Urban Development Area (UDA). The subject property is also with the area of the Sherando Urban Center. Urban Center’s are defined in the Comprehensive Plan as: Urban centers are larger than the Neighborhood Village and are envisioned to be a more intensive, walkable urban area with a larger commercial core, higher densities, and designed around some form of public space or focal point. Urban centers should be located in close proximity to major transportation routes and intersections. These documents are intended to serve as a guide for the intended future land uses within the SWSA and UDA as properties within those growth boundaries develop. The plans identify the subject property as business 88 April 2024 Neff Property Rezoning and adjacent to other property also intended to be a business and within the designated urban center. Consequently, the proposed rezoning of a portion of the subject property to B2 is in conformance with the Comprehensive Plan, as the property would develop as an extension of the existing and future commercial land uses intended by the plan. LAND USE The subject property seeks to rezone from the RA zoning district to the B2 Business General District. The property is bordered to the North and West by properties currently zoned B2. To the south is additional property, owned by the applicant, zoned RA and to the east are RA zoned properties that are either owned by the applicant or open space areas to the neighboring ¼ acre lot subdivision. The proposed land use will be compatible with the existing and planned commercial development along the Route 277 Fairfax Pike corridor and will greatly contribute to the planned and desired traffic circulation supporting the existing and currently developing land uses. ACCESS AND TRANSPORTATION The Property has approximately 650 of frontage on Double Church Road – Route 641. Planned commercial and residential development to the north and east are construction Berkeley Street and terminating near the property boundary of the subject application. A Traffic Impact Study (TIS) has been submitted and will be accepted by VDOT prior to scheduling any public hearings with the county Board of Supervisors. The subject property proposes to construct the westernmost segment of Berkeley Street from the approved Fairfax Downs and Sherando Greens Commercial public improvement plans. This results in approximately 1,330 LF of VDOT urban collector (GS-7) roadway to its connection to Double Church Road. The project additionally proposes to make the improvements recommended in the TIS along Double Church Road. The improvements identified in the TIS adequately mitigate the impacts of the proposed rezoning, as well as provide a key roadway connection that will serve the commercial, residential and Frederick County School traffic needs in the immediate vicinity. 89 April 2024 Neff Property Rezoning This application includes a proffer statement committing to the recommendations of the TIS and will result in the extension of Berkeley Street from its terminus as proposed with the adjacent commercial and Residential projects. The TIS also provides for the widening of Double Church Road to accommodate the necessary turn lanes and right-in/right out entrance associated with the B2 land uses. Consequently, to mitigate transportation impacts, this application proffers to dedicate and construct the westernmost leg of Berkeley Street to Double Church Road and Double Church Road improvements. SITE SUITABILITY The site conditions relate very positively to the proposed development activities. The proposed rezoning would not result in impact on areas of steep slopes, stream channels, lakes, ponds, flood plain, or wetlands. The site generally slopes from 2-4% toward the east. During the engineering phase of the project, a stormwater management plan will be created to adequately and effectively retain stormwater in a manner that will avoid negative impacts on adjacent properties. The existing soils on the subject property are identified as 3B - Blairton Silt Loam and do not present any significant challenges to potential commercial land development. SEWAGE CONVEYANCE AND WATER SUPPLY The proposed uses in the Traffic Impact Statement for the rezoning of the property to B2 General Business District yields on fast-food pad site with drive through and +/ 54,000 sf of general commercial shopping plaza. We estimate that the fast-food use would generate sanitary sewer and water demand of +/-3,500 GDP and the remaining retail +/- 12,000 GPD. The 12,000 GPD was based on a 2,000 GPD per acre for the remaining +/- 6 acres outside of the fast-food land use parcel. Sewage flows generated by the site will discharge into the existing on-site Frederick Water gravity sanitary sewer and flow to the pump station facility at Woodside Estates approximately 1,500 feet south of the Double Church Road and Brandy Lane intersection. Final engineering shall determine the size and locations of any sewer and water main extensions at time of a Site Plan application. It is acknowledged that 90 April 2024 Neff Property Rezoning the subject property will be required to demonstrate existing sanitary sewer capacity in the existing Pump Station at time of Site Plan application or propose the necessary off-site sanitary sewer improvements at and/or leading to the existing Pump Station facility. An existing 8” Frederick Water water main runs along the Double Church Road frontage, and the extension of the proposed 8” waterline in Berkeley Street would be required to be extended along Berkeley Street to loop into the Double Church watermain. HISTORIC SITES AND STRUCTURES The Frederick County Rural Landmarks Survey does not identify any structures of historic importance on the subject site. It is also observed that the previous land use and development of the property has resulted in the loss of any historical integrity. As such, the re-development of the subject property will not impact historical sites and structures. It is the desire of the applicant to preserve the long-standing family homestead on the remainder properties to the south. The resulting Berkeley Street Extension and Double Church Road Widening may result in creating a non-conforming structure due to the new setback locations with the adjusted Right-of-Way that will be required for the roadway improvements. This structure will not be allowed to expand its footprint in the future as a condition of the rezoning approval. IMPACT ON COMMUNITY FACILITIES The development of the property for the allowed commercial uses under the proposed B2 zoning will result in a net positive fiscal impact for Frederick County. Furthermore, this application recognizes a potential increase in services for the Frederick County fire and rescue services. The proffer statement associated with this application secures a provision for a $0.10 per building square foot monetary contribution, specifically directed to the Frederick County fire and rescue services. Additionally, this project proposes the completion of Berkeley Street through the adjacent off-site property, allowing the connectivity and alternative circulation for Sherando High School, the residential neighborhood and the commercial properties fronting on Rt 277 Fairfax Pike. 91 1 David Frank From:Johnson, Joseph (VDOT) <JosephW.Johnson@vdot.virginia.gov> Sent:Wednesday, November 13, 2024 11:19 AM To:Spielman, Joseph (VDOT); Douglas R. Kennedy; Wan Chong; David Frank; Cc:Funkhouser, Rhonda (VDOT); Tyler Klein; (jbishop@co.frederick.va.us) Subject:Re: Neff Property Commercial rezoning Frederick County TM 86-A-77 David/Tyler, VDOT has reviewed the rezoning application for the Neff property (TM#86-A-77) located on Double Church Road (Route 641) near the intersection with Fairfax Pike (Route 277) and we are in agreement with the recommendations identified within the Traffic Impact Analysis dated 10/02/2024. The applicant proposes to extend Berkeley Street through the site which provides a parallel roadway that sufficiently mitigates any impacts of this development. Please let me know if you have any additional questions. Joseph W. Johnson, PE Area Land Use Engineer / Edinburg Residency Virginia Department of Transportation 14031 Old Valley Pike / Edinburg, VA 22824 Phone #540.534.3223 josephw.johnson@vdot.virginia.gov From: Spielman, Joseph (VDOT) <Joseph.Spielman@vdot.virginia.gov> Sent: Thursday, October 17, 2024 8:47 AM To: Douglas R. Kennedy <dkennedy@Pennoni.com>; Johnson, Joseph (VDOT) <JosephW.Johnson@vdot.virginia.gov>; Wan Chong <WChong@Pennoni.com>; David Frank <DFrank@Pennoni.com>; erneff@yahoo.com <erneff@yahoo.com> Cc: Funkhouser, Rhonda (VDOT) <Rhonda.Funkhouser@VDOT.Virginia.gov>; Tyler Klein <tklein@fcva.us>; (jbishop@co.frederick.va.us) <jbishop@co.frederick.va.us> Subject: Re: Neff Property Commercial rezoning Frederick County TM 86-A-77 Doug, VDOT has reviewed the Neff Rezoning-Traffic Impact Study, dated 10-2-2024 and agree with the findings and have no additional comments. We will provide any additional comments, if needed, once the complete rezoning package is submitted. Ryan 93 94 315 Tasker Road PH (540) 868-1061 Eric R. Lawrence Stephens City, Virginia 22655 Fax (540) 868-1429 Executive Director www.FrederickWater.com Water At Your Service April 29, 2024 David Frank Pennoni 117 East Piccadilly Street Winchester, Virginia 22601 RE: Rezoning Application Comment Neff Property – Stephens City Commercial Rezoning Tax Map Numbers: 86-A-77 7.4-acres of a 9.83-acre parcel Dear Mr. Frank: Thank you for the opportunity to offer review comments on the Neff Property commercial rezoning application package, dated April 2024, and received at Frederick Water on April 16, 2024. Frederick Water offers comments limited to the anticipated impact/effect upon Frederick Water’s public water and sanitary sewer system and the demands thereon. The project parcel is located within the sewer and water service area (SWSA), and therefore by county policy, Frederick Water’s water and sewer services are available. An 8-inch water main traverses the property frontage along Double Church Road. A gravity sanitary sewer manhole is located on an adjacent property south of the site; this adjacent property is owned by the applicant. The application’s Impact Statement projects water and sewer demands of +/- 15,500 gpd. The applicant has not evaluated the existing water service flows and pressures in the adjacent 8- inch water main. Nor has the applicant assessed the available capacities in the sanitary sewer system to accommodate the projected sewer flows from the property. The manhole on the adjacent property could initially receive sanitary sewer flows, but then the flows will traverse a series of gravity sewers, pump stations, and force mains before ultimately being received by the Parkins Mill wastewater treatment plant. Capacity in these downstream sanitary sewer facilities will need to be analyzed to ensure adequate capacity exists prior to construction on the site. 95 96 97 98 99 100 101 102 103 104 105 106 107 108 109 110 111 112 113 Planning Commission Agenda Item Detail Meeting Date: February 19, 2025 Agenda Section: Public Hearings Title: Ordinance Amendment to the Frederick County Code - (Mr. Klein) Attachments: PC02-19-25OADataCenters_PowerGeneratingFacilities.pdf 114 COUNTY of FREDERICK Department of Planning and Development 540/ 665-5651 Fax: 540/ 665-6395 MEMORANDUM TO: Frederick County Planning Commission FROM: M. Tyler Klein, AICP, Senior Planner SUBJECT: Ordinance Amendment – Data Centers, Public Utilities, Nuisances, & Height Waivers DATE: February 11, 2025 Proposal: This is a proposal to amend Chapter 165 - Zoning Ordinance to add a definition (§165-101.02) for data centers and include additional regulations for specific uses (§165-204). As proposed, data centers are defined as: “a premises in which the majority of the use is occupied by computers and/or telecommunications and related equipment for processing, storing, or transferring information. Infrastructure such as utility substations, power generators, and other supporting equipment may also be included.” Additional regulations for specific uses have been included to regulate the intensity of the use and to the extent possible mitigate impacts, particularly noise, on adjoining properties. A number of clarifying minor text amendments to other sections of the Zoning Ordinance have also been proposed to fully address data centers and associated uses (for example, distinguishing between power generating facilities, transmission and distribution infrastructure for public utilities). This ordinance amendment was initiated by staff at the request of the Board of Supervisors. Other Topics for Consideration: During the SIC to NAICS ordinance conversion Staff requested the Planning Commission also consider the addition of battery storage as an allowed or conditional use (requiring an approved conditional use permit or CUP) in the TM (Technology Manufacturing), M1 (Light Industrial) and M2 (Industrial General) Zoning Districts. Battery storage operations enable energy from renewables, like solar, to be stored and then released when the power is needed most and are sometimes located near data centers to supplement power needs. Staff notes battery storage is a separate, distinctive, use from primary battery and storage battery manufacturing which is currently an allowed use in some industrial districts. As drafted this ordinance will allow storage batteries to be included accessory to a data center project, and/or accessory to a public utility substation. From Staff’s perspective is seem prudent to consider whether or not they should be allowed as a standalone use and/or whether there should be additional regulations of specific uses pertinent to them. The inclusion of battery storage as a primary use would require a separate ordinance amendment (TBD). Current Standard: Data centers are permitted as a by-right use in the B3 (Industrial Transition), TM (Technology- Manufacturing Park), M1 (Light Industrial) and M2 (Industrial General) Zoning Districts. There are no additional regulations currently adopted to regulate the siting or operation of data centers. “Public Utilities,” as defined in the ordinance (§165-101.02) is inclusive of “power generating facilities” 115 Page 2 and/or “transmission/distribution.” Public utilities are allowed in most zoning districts unrestricted with flexible setback requirements as deemed appropriate by the zoning administrator. Meeting Summary & Requested Action: The Board of Supervisors (BOS) discussed this item at their September 25, 2024, regular meeting and through consensus recommended it go forward to the committee for discussion and authorized scheduling for public hearing. Following BOS action in September 2024, Planning and Development staff have actively engaged with professionals in data center siting/construction, environmental advocacy groups, Frederick Water, and the Frederick County Economic Development Authority (EDA) regarding the proposed ordinance amendment components. Feedback from these stakeholders has been invaluable in preparing the final version of the text amendment. The Development Review and Regulations Committee (DRRC) discussed this proposed amendment at their October 24, 2024, regular meeting and were supportive of the proposed text and amendments, noting a need to regulate data centers particularly to address potential noise impacts. Staff is seeking a recommendation from the Planning Commission to forward it to the Board of Supervisors regarding these proposed ordinance amendments. Questions regarding the proposal may be provided to staff. MTK/pd Attachment: 1. Proposed Changes – Data Centers 2. Proposed Changes – Public Utilities, Nuisances & Height Waivers 116 Proposed Changes – Data Centers Revised February 4, 2025 Chapter 165 – Zoning Ordinance ARTICLE I General Provisions; Amendments; And Conditional Use Permits Part 101 General Provisions §165-101.02. Data Centers. A premises in which the majority of the use is occupied by computers and/or telecommunications and related equipment for processing, storing, or transferring information. Infrastructure such as utility substations, power generators, and other supporting equipment may also be included. ARTICLE II Supplementary Use Regulations; Parking; Buffers; and Regulations for Specific Uses Part 204 Additional Regulations for Specific Uses §165-204.41. Data Centers. All data centers must meet the following requirements: A. Data centers shall provide water use estimates prior to rezoning and/or site plan approval. Water use estimates shall be reviewed by the local public utility service provider. B. Generator testing and cycling shall be limited to weekdays (Monday to Friday) between the hours of 8:00 a.m. to 5:00 p.m. C. Mechanical Equipment. a. Location. Ground mounted mechanical equipment shall be prohibited in the front yard setback. D. Screening. Ground mounted and roof top mechanical equipment shall be screened from public roadways and adjoining properties on all sides. A minimum ten (10) foot tall opaque screen shall be provided by either the principal building, a concrete or mason wall, or equivalent screen approved by Zoning Administrator. E. Setback & Screening Requirements. a. Structures must be setback at least 200 feet from the common property line when adjoining land zoned RA, RP, R4, R5 & MH1. Otherwise, the base zoning district dimensional standards shall apply. b. A category C full screen type buffer shall be provided around the perimeter of the property. If the adjoining property is zoned B3, TM, M1, or M2, no buffer is required. F. Noise and Noise Monitoring. a. The applicant shall submit a noise study prepared by a qualified full member of the Acoustical Society of America (ASA), a Board-Certified member of the Institute of Noise Control Engineering (INCE), or other credentialed professional as approved by the Zoning Administrator. The purpose of such testing shall confirm baseline noise levels prior to the issuance of the Certificate of Occupancy (CO) at the facility. A subsequent noise study shall be conducted 24-months after issuance of CO and submitted for review to the Zoning Administrator to assess the actual impact of the 117 Proposed Changes – Data Centers Revised February 4, 2025 completed project. If the post construction noise study exceeds the maximum noise level permitted, additional noise mitigation strategies, improvements, or operational changes shall be required. Any additions, alterations, or expansion of a facility or its equipment shall require a new sound test to be submitted and approved by the Zoning Administrator. b. Any equipment necessary for cooling, ventilating, or otherwise operating the facility, including power generators or other power supply equipment on the Property, whether ground-mounted or roof-mounted, shall include the following noise mitigation elements: 1. Low noise emission fans. 2. Acoustic wraps for compressors and oil separators; and 3. An acoustic perimeter, which may include a perimeter around a group of individual chillers, which may be louvered or solid. 4. Other sound attenuation measures as approved by the Zoning Administrator. c. The Owner shall provide documentation of the above mitigation measures contained in (b) with each building permit for a data center building on the Property and shall further provide documentation that such measures have been installed concurrently with each occupancy. 118 Proposed Changes – Noise, Height, Power Generating Facilities Revised February 4, 2025 Chapter 165 – Zoning Ordinance ARTICLE I General Provisions; Amendments; And Conditional Use Permits Part 101 General Provisions §165-101.02 Definitions and word usage. Public Utilities Power-generating facilities, booster or relay stations, transformer substations, transmission lines and towers, pipes, meters and other facilities (including utility-scale solar power generating facilities), and sewer and water treatment facilities, including sewer and water transmission lines. Such facilities may be owned by public utilities, public agencies, those operators with a certificate of public convenience, or those that are operating under a permit by rule (PBR). Public Utilities, Power Generating Facilities Generation of power via coal, natural gas, solar, wind, nuclear, biomass, hydroelectric or other methods Such facilities may be owned by public utilities, public agencies, those operators with a certificate of public convenience, or those that are operating under a permit- by-rule (PBR). Public Utilities, Transmission and Distribution Facilities Booster or relay stations, transformer substations, transmission lines and towers, pipes, meters and other facilities, and sewer and water treatment facilities, including sewer and water transmissions lines. Such facilities may be owned by public utilities, public agencies, those operators with a certificate of public convenience, or those that are operation under a permit- by-rule (PBR). ARTICLE II Supplementary Use Regulations; Parking; Buffers; and Regulations for Specific Uses Part 201 Supplementary Use Regulations §165-201.12 Nuisances. H. Noise. In the B3 Industrial Transition, TM Technology-Manufacturing Park, M1 Light Industrial or M2 Industrial General Zoning District, sound levels at the perimeter boundary of a development shall not exceed 75 dba (A scale). Part 204 Additional Regulations for Specific Uses 119 Proposed Changes – Noise, Height, Power Generating Facilities Revised February 4, 2025 §165-204.28 Height Waivers in B3 (Industrial Transition), TM (Technology-Manufacturing Park), EM (Extractive Manufacturing), M1 (Light Industrial) and M2 (Industrial General) Districts. Waiver requests for height increases in the B3, TM, EM, M1 and M2 Zoning Districts shall adhere to the following requirements: A. Architectural renderings of the proposed structure shall be submitted for review by the Planning Commission and the Board of Supervisors. B. The Board of Supervisors may require buffer and screening elements and/or additional distance when deemed necessary to protect existing adjacent uses. C. The Board of Supervisors may require additional conditions as deemed necessary. D. This waiver shall not be permitted to increase the height of any signage regulated by § 165-201.06. E. The Planning Commission and the Board of Supervisors shall hold a public hearing for any height waiver request. ARTICLE IV Agricultural and Residential Districts Part 401 RA Rural Areas District §165-401.02 Permitted Uses. Q. Public Utilities, except utility-scale solar power generating facilities and power generating facilities. Transmission and Distribution Facilities. §165-401.03 Conditional Uses. CC. Public Utilities, Power Generating Facilities. Utility-scale solar power generating facilities and power generating facilities. GG. Utility-scale solar power generating facilities. ARTICLE VI Business and Industrial Zoning Districts Part 604 B3 Industrial Transition District §165-604.02 Allowed uses. Public Utilities, including power generating facilities Part 605 TM Technology-Manufacturing Park District §165-605.02 Permitted Allowed uses. Public Utilities, including power generating facilities 120 Proposed Changes – Noise, Height, Power Generating Facilities Revised February 4, 2025 Part 606 M1 Light Industrial District §165-606.02 Allowed uses. Public Utilities, including power generating facilities Part 607 M2 Industrial General District §165-607.02 Allowed uses. Public Utilities, including power generating facilities 121 Planning Commission Agenda Item Detail Meeting Date: February 19, 2025 Agenda Section: Action Items Title: Rezoning #09-24 of Middletown, LLC (B. Hester, Trustee & W. Hester Trust) - (Mr. Klein) Attachments: PC02-19-25REZ09-24_PostponementRequest_Redacted.pdf PC02-19-25REZ09-24_PostponementRequest_TIS.pdf PC02-19-25REZ09-24_PostponementRequest_Viewshed_Analysis.pdf 122 123 REZONING #09-24 MIDDLETOWN, LLC (B. HESTER, TRUSTEE & W. HESTER TRUST) Staff Report for the Planning Commission Prepared: February 11, 2025 Staff Contact: M. Tyler Klein, AICP, Senior Planner Executive Summary: Meeting Schedule Planning Commission: 11/20/2024 Planning Commission: 12/04/2024 Planning Commission: 02/19/25 Action: Work Session; no action taken Action: Tabled 90 Days (2/19/25 meeting) Action: Request for Postponement Board of Supervisors: 03/12/25 Action: Pending Property Information Property Identification Number (PIN) 84-A-78 Address NA Magisterial District Back Creek Acreage +/- 101.25-acres Zoning & Present Land Use Zoning: RA (Rural Areas) Land Use: Vacant Proposed Zoning TM (Technology-Manufacturing) Park District Adjoining Property Zoning & Present Land Use North: Rural Areas (RA) Land Use: Residential/Agricultural South: Rural Areas (RA) Land Use: Institutional & Residential East: Interstate 81 Land Use: Interstate West: Rural Areas (RA) Land Use: Residential Proposed Use This is a request to rezone one (1) parcel totaling +/-101.25-acres from the RA (Rural Areas) Zoning District to the TM (Technology Manufacturing) Park Zoning District with proffers. Also +/-70.85-acres will be designated for “industrial use” and +/-10-acres will be designated for “public use.” Positives Concerns The proposed zoning district, Technology- Manufacturing (TM) Park, generally implements the Plan’s “mixed-use industrial office” land use designation for the subject property. Uses enabled under the TM District Proffer D (1) was revised up to $280,000 for "future regional transportation improvements involving the ramp intersections of Interstate 81 and Reliance Road" including signalization. These funds may also be used 124 Page 2 of 9 further implement Plan “business development” policies for the County’s targeted industries that further enhance the tax base. The proffer statement restricts “the manufacture, storage, testing, or processing of live munitions” from the allowed TM Park District use list, addressing stated concerns for impacts to the adjoining school campuses and residences. The proffer statement proposes enhanced buffers and screening elements along Valley Pike and Mustang Lane that may mitigate the impact of industrial uses on adjoining residences, historic properties and Middletown Elementary School. The proposal dedicates +/-10-acres south of Mustang Lane to Frederick County as a “public use” area. The proffer statement prohibits access to the industrial use area from Mustang Lane, ensuring safe ingress and egress for Middletown Elementary School is maintained. by Frederick County as local match for state or federal financing or grants for improvements to the ramp intersections. This monetary contribution is well-short of the anticipated costs for traffic signals at the TIS identified intersections which require signalization to maintain LOS. In general, the installation of the required improvements is preferable to a cash proffer. The proffer statement dedicates the 60-foot- wide access easement containing existing Mustang Lane to the Commonwealth of Virginia for state ownership and maintenance. However, the proffer does not commit to the owner making any necessary improvements for acceptance into the state system and may seemingly prevent others from making those improvements. The potential massing and scale of an industrial building, up to 60-foot in height, may not be appropriate given the adjoining school use and the proximity to significant historic resources. The applicant may be able to mitigate this through the proffered screening, but it is difficult to determine how effective the tree save area will be as a screen absent further analysis and graphic representation. Summary of Proffer Statement Revisions (November 25, 2024): A revised proffer statement dated November 25, 2024 has been included for consideration. The applicant notes the following changes have been incorporated to address stated concerns from the Planning Commission work session on November 20, 2024: • Industrial Use Development Area, Land Use, Paragraph B.1.a.: added language prohibiting any use(s) involving the “manufacture, storage, testing, or processing of live munitions.” • Public Use Development Area, Land Use, Paragraph C.1.a.: deleted all language specifying or otherwise implying the ultimate use of the dedicated public acreage. Also deleted language suggesting any other entity would be involved in the use of the site other than Frederick County. 125 Page 3 of 9 • Transportation Enhancements, Paragraph D.1.: increased the contribution value from $200,000 to $280,000 (e.g., 14% of $2M). Added language indicating owner agreement that the contribution could be used as local matching funds for revenue sharing, federal or state grants, or any other financing program targeting the interchange ramps. • Transportation Enhancements, Paragraph D.3.: added new provision for dedication of Mustang Lane to the Commonwealth of Virginia for state maintenance. Timing of the dedication will be within 90 days of receipt of Frederick County’s request to proceed with dedication (assuming VDOT determination that existing road improvements meet applicable standards). Staff will provide an update at the public hearing if the revised proffer statement is in a legal form acceptable to the County Attorney. As of time of staff report, the County Attorney has not yet reviewed the revised proffer statement. Review Agency Comments: Review Agency Comment Date Comment Summary Status Frederick County (FC) County Attorney October 1, 2024 See attached letter. Comments addressed. Virginia Department of Transportation (VDOT) October 3, 2024 “The current proffers dated August 7, 2024 provide for a total monetary contribution of $200,000 towards regional transportation improvements which could be used towards the construction of the identified mitigations (i.e. two traffic signals and associated improvements). VDOT currently estimates traffic signals to cost approximately $750,000- $1,000,000 each so another source of funding would be required to make up the difference (i.e. SMARTSCALE or Revenue Sharing).” See attached letter. Unresolved. FC Public Works September 25, 2024 “Upon review of the Rezoning request dated September 4, 2024, we recommend approval of the subject plan. A comprehensive review shall be 126 Page 4 of 9 performed if a site plan is submitted in the future.” FC Fire Marshal August 21, 2024 “Any and all future development shall comply with application section of the Frederick County Fire Prevention Code.” Frederick Park & Recreation August 15, 2024 “No comments.” Historic Resources Advisory Board (HRAB) August 19, 2022 “Following their review of this application, the HRAB recommended approval of the application, and that the applicant consider proffering the installation cost for interpretive signage to be installed at a later time. The signs should capture the history of the area prior to and including the Civil War (Battle of Cedar Creek, Sheridan’s Ride, and any other noteworthy historical context of the area).” Comment addressed. Frederick County Public Schools September 3, 2024 See attached letter. Comments addressed. Town of Middletown September 9, 2024 See MOU for public wastewater services. City of Winchester – Public Services May 10, 2021 See attached letter for public water services. Planning & Zoning Staff Analysis: Comprehensive Plan Conformance: The Comprehensive Plan (adopted November 2021) and the Middletown/Lord Fairfax Sewer and Water Service Area provide guidance on the future development of the subject property. The Plan identifies the subject properties with a “mixed-use industrial/office” land use designation and as being within the limits of the Sewer and Water Service Area (SWSA). Chapter 4 – Business Development, further states: “The value of office and industrial business development to Frederick County is immeasurable. As part of the County’s economic development effort, office and industrial growth is a key component for ensuring a broad selection of employment opportunities for its citizens.” 127 Page 5 of 9 The rezoning proposes implementation of the Technology-Manufacturing (TM) Park Zoning District which is consistent with the Plan identified “mixed-use industrial/office” future land use designation. Transportation & Site Access: Vehicular access to the industrial use development area is limited to a maximum of two (2) commercial entrances from Valley Pike (US Route 11), subject to VDOT approval. Industrial vehicle access from Mustang Lane (primary access road to Middletown Elementary School) is prohibited. The Traffic Impact Analysis (TIA, dated July 27, 2022) notes that: “With the addition of site-generated traffic, acceptable levels-of-service at the I-81 NB Ramp/Reliance Road and the Valley Pike (U.S. Route 11)/Reliance Road intersections would continue to be maintained assuming the installation of traffic signals. While the I- 81 SB Ramp/Reliance Road intersection would approach capacity under stop-control conditions, installing a traffic signal would improve overall levels-of-service. This signal would likely be installed in conjunction with the adjacent I-81 NB Ramp intersection. All proposed traffic signals would satisfy warrants for signalization and have been previously recommended in other area traffic studies. All other study intersections are anticipated to operate at acceptable level-of service.” The application proposes a monetary contribution for their proportional share of future regional transportation improvements involving the above identified ramp intersections, which may include signalization, turn lane installation, etc. The proffer statement also includes a 10-foot-wide asphalt trail along Route 11 (Valley Pike) along the property frontage. 128 Page 6 of 9 Proffer Statement, Generalized Development Plan (GDP), & Impact Analysis: Proffers (Revised 11/25/24) Staff Comment Proffer A – Generalized Development Plan No comment. Proffer B – Industrial Use Development Area 1. Land Use 2. Access 3. Buffer and Screening Proffer (B)(1)(b) ensures the intensity of uses is limited by projected weekday traffic generation, not to exceed 3,239 daily trips. Any uses involving the manufacture, storage, testing, or processing of live munitions is prohibited. Proffer (B)(2)(a) ensures industrial development traffic does not conflict with traffic to and from Middletown Elementary School which is accessed from Mustang Lane. Proffer (B)(3) provides enhanced screening along Valley Pike, and Mustang Lane to mitigate potential impact of industrial development on adjoining residences and Middletown Elementary School. Proffer C – Public Use Development Area Following the Planning Commission work session on November 20, 2024 the applicant revised the proffer statement to removed other entities from the dedication of the 10-acres for “public use” and removed reference to possible future use of the public use development area. Proffer D – Transportation Enhancements The Traffic Impact Study (TIS) notes that: "With the addition of site-generated traffic, acceptable levels-of-service at the I-81 NB Ramp/Reliance Road and the Valley Pike (US Route 11)/Reliance Road intersections would continue to be maintained assuming the installation of traffic signals." Proffer D (1) provides only $280,000 for "future regional transportation improvements involving the ramp intersections of Interstate 81 and Reliance Road" including signalization. The proffer statement has also been revised to further specify the funds may be used by Frederick County as local matching funds for 129 Page 7 of 9 revenue sharing, federal or state transportation improvement grants, or other financing programs that will apple to the ramp intersection. This monetary contribution is well-short of the anticipated costs for traffic signals at the TIS identified intersections which require signalization to maintain LOS. The estimate signal cost is also noted in the VDOT Comment Letter (October 2024). In general, the installation of the required improvements is preferable to a cash proffer. The proffer, as proposed, does not appear to address all transportation impacts triggered by the rezoning, development of industrial uses, and increased trips. The proffer statement has been revised to include a provision for the owner to dedicate the 60-foot-wide access easement containing existing Mustang Lane to the Commonwealth for state ownership and maintenance. However, the proffer does not commit to the owner making any necessary improvements for acceptance into the state system and may seemingly prevent others from making those improvements. Proffer E – Monetary Contribution No comment. The generalized development plan (GDP) dated August 1, 2024, is included below and depicts the proffered improvements, including buffers and screening along Valley Pike and Mustang Lane, and site access (two commercial entrances from Route 11) and the multiuse trail. 130 Page 8 of 9 Planning Commission Summary from 11/20/24 Work Session The Planning Commission held a work session at 6p.m. on Wednesday November 20, 2024, to discuss the proposed rezoning application with staff and the applicant. Three (3) issues were identified for the applicant to address prior to the public hearing: the cost of signalization for the ramp intersections of Interstate 81 and Reliance Road, dedication of Mustang Lane as public right- of-way that could be accepted into the state system, and prohibiting TM Park District uses that could have a negative impact on adjoining properties. Planning Commission Summary and Action from the 12/04/24 Meeting: The Planning Commission held a public hearing on Wednesday December 4, 2024. Six (6) members of the public spoke in opposition to the proposed rezoning, citing concerns with traffic, viewshed impacts, impacts to Middletown Elementary School, noise, and destruction of historic resources. The Planning Commission unanimously (Commissioners Aikens & Markert absent) recommended the application be tabled for 90-days (until the February 19, 2025 meeting). In their discussion of the tabling the application, the Planning Commission requested the applicant address comments and questions raised during the discussion and public hearing, specifically: allowed uses within the industrial development area, impacts to historic resources (core battlefield), traffic impacts (tractor trucks) and costs for required transportation improvements. 131 Page 9 of 9 Following a public hearing, staff are seeking a recommendation from the Planning Commission to forward to the Board of Supervisors on this rezoning application. 132 LORD FAIRFAXCOMMUNITY COLLEGESubdivision KENDALLMILLSSubdivision CANNONHILLS FARMSubdivision MIDDLETOWNELEMENTARY SCHOOLSubdivision BROOKSIDEESTATESSubdivision £¤11 §¨¦81 §¨¦81 84 A 78 173SKIRMISHER LN 388N BUCKTON RD 652N BUCKTON RD 113QUINCEYMILL CT183QUINCEY MILL CT 414RILEYMILL LN 424RILEY MILL LN 1276RIDINGSMILL RD 472N BUCKTON RD 122QUINCEYMILL CT 449RILEYMILL LN 438RILEYMILL LN 168BIRMINGHAM DR 500N BUCKTON RD 132LARRICK LN 798RIDINGSMILL RD 472RILEYMILL LN 551N BUCKTON RD 174LARRICK LN 500RILEYMILL LN159LARRICK LN541N BUCKTON RD 197LARRICK LN 227LARRICK LN7338VALLEYPIKE 131GARLANDSNAPP DR 190MUSTANG LN 259LARRICK LN 262LARRICK LN 7180VALLEYPIKE 7180VALLEYPIKE 7328VALLEY PIKE 7233VALLEYPIKE 7114VALLEYPIKE 6889VALLEYPIKE 7040VALLEYPIKE 294RIENZIKNOLL LN 7024VALLEYPIKE 7036VALLEYPIKE 7000VALLEYPIKE 7012VALLEY PIKE 246KLINESMILL LN6972VALLEY PIKE 6986VALLEYPIKE 6931VALLEY PIKE 6936VALLEYPIKE 6938VALLEYPIKE 6892VALLEYPIKE 6885VALLEYPIKE 6870VALLEYPIKE 6847VALLEYPIKE 6773VALLEYPIKE 182KLINESMILL LN 239KLINESMILL RD 6836VALLEYPIKE 6837VALLEY PIKE 6825VALLEYPIKE 251KLINESMILL LN 271KLINESMILL LN 141KLINESMILL RD 164KLINESMILL LN 201DARTERJO DR 6786VALLEY PIKE 6776VALLEYPIKE 401KLINESMILL RD 172KLINESMILL RD 313KLINESMILL RD 282KLINESMILL RD 262KLINES MILL RD 6704VALLEYPIKE 245VAUCLUSE RD 181DARTERJO DR 6698VALLEY PIKE6712VALLEYPIKE BI RMI NGHAM DRQUINCEY M ILL CTGARLANDSNAPP DRSKIRMISHER LNMUSTANG LN RILEY MILL LN KLINES MILL LN VALLEYPIKER I E N Z I K N O L L L N N BUCKTON RDLARRICK LNKLINES MILL RD Application Parcels Sewer and Water Service A rea µ Frederick C ounty Planning & Development107 N Kent StWinchester, V A 22601540 - 665 - 5651Map Created: October 21, 2024 £¤11 §¨¦81 §¨¦81 RILEY MILL LN C H A P E L R DHITESRD HUTTLERDLARRICK LNKLINES MILL RD COUGILL RD MAIN STHAZELMILL LNDARTERJO DRGARLANDSNAPP DRMUSTANGLN H U T T L ERDVALLEY PIKEKLINESMILL LN MARSHBROOK LN RIENZIKNOLL LNCOYOTERIDGE LNOLDPLANTATION LNRIDINGS MILL RDMiddletown 0 1,000 2,000500 Feet £¤11 R E Z # 0 9 - 2 4 : M i d d l e t o w n L L CPIN: 8 4 - A - 7 8Rezoning f r o m R A t o T MLocation M a p REZ #09-24 133 LORD FAIRFAXCOMMUNITY COLLEGESubdivision KENDALLMILLSSubdivision CANNONHILLS FARMSubdivision MIDDLETOWNELEMENTARY SCHOOLSubdivision BROOKSIDEESTATESSubdivision £¤11 §¨¦81 §¨¦81 84 A 78 173SKIRMISHER LN 388N BUCKTON RD 652N BUCKTON RD 113QUINCEYMILL CT183QUINCEY MILL CT 414RILEYMILL LN 424RILEY MILL LN 1276RIDINGSMILL RD 472N BUCKTON RD 122QUINCEYMILL CT 449RILEYMILL LN 438RILEYMILL LN 168BIRMINGHAM DR 500N BUCKTON RD 132LARRICK LN 798RIDINGSMILL RD 472RILEYMILL LN 551N BUCKTON RD 174LARRICK LN 500RILEYMILL LN159LARRICK LN541N BUCKTON RD 197LARRICK LN 227LARRICK LN7338VALLEYPIKE 131GARLANDSNAPP DR 190MUSTANG LN 259LARRICK LN 262LARRICK LN 7180VALLEYPIKE 7180VALLEYPIKE 7328VALLEY PIKE 7233VALLEYPIKE 7114VALLEYPIKE 6889VALLEYPIKE 7040VALLEYPIKE 294RIENZIKNOLL LN 7024VALLEYPIKE 7036VALLEYPIKE 7000VALLEYPIKE 7012VALLEY PIKE 246KLINESMILL LN6972VALLEY PIKE 6986VALLEYPIKE 6931VALLEY PIKE 6936VALLEYPIKE 6938VALLEYPIKE 6892VALLEYPIKE 6885VALLEYPIKE 6870VALLEYPIKE 6847VALLEYPIKE 6773VALLEYPIKE 182KLINESMILL LN 239KLINESMILL RD 6836VALLEYPIKE 6837VALLEY PIKE 6825VALLEYPIKE 251KLINESMILL LN 271KLINESMILL LN 141KLINESMILL RD 164KLINESMILL LN 201DARTERJO DR 6786VALLEY PIKE 6776VALLEYPIKE 401KLINESMILL RD 172KLINESMILL RD 313KLINESMILL RD 282KLINESMILL RD 262KLINES MILL RD 6704VALLEYPIKE 245VAUCLUSE RD 181DARTERJO DR 6698VALLEY PIKE6712VALLEYPIKE BI RMI NGHAM DRQUINCEY M ILL CTGARLANDSNAPP DRSKIRMISHER LNMUSTANG LN RILEY MILL LN KLINES MILL LN VALLEYPIKER I E N Z I K N O L L L N N BUCKTON RDLARRICK LNKLINES MILL RD Application Parcels Sewer and Water Service A rea µ Frederick C ounty Planning & Development107 N Kent StWinchester, V A 22601540 - 665 - 5651Map Created: October 21, 2024 £¤11 §¨¦81 §¨¦81 RILEY MILL LN C H A P E L R DHITESRD HUTTLERDLARRICK LNKLINES MILL RD COUGILL RD MAIN STHAZELMILL LNDARTERJO DRGARLANDSNAPP DRMUSTANGLN H U T T L ERDVALLEY PIKEKLINESMILL LN MARSHBROOK LN RIENZIKNOLL LNCOYOTERIDGE LNOLDPLANTATION LNRIDINGS MILL RDMiddletown 0 1,000 2,000500 Feet £¤11 R E Z # 0 9 - 2 4 : M i d d l e t o w n L L CPIN: 8 4 - A - 7 8Rezoning f r o m R A t o T MZoning M a p REZ #09-24 134 LORD FAIRFAXCOMMUNITY COLLEGESubdivision KENDALLMILLSSubdivision CANNONHILLS FARMSubdivision MIDDLETOWNELEMENTARY SCHOOLSubdivision BROOKSIDEESTATESSubdivision £¤11 §¨¦81 §¨¦81 84 A 78 173SKIRMISHER LN 388N BUCKTON RD 652N BUCKTON RD 113QUINCEYMILL CT183QUINCEY MILL CT 414RILEYMILL LN 424RILEY MILL LN 1276RIDINGSMILL RD 472N BUCKTON RD 122QUINCEYMILL CT 449RILEYMILL LN 438RILEYMILL LN 168BIRMINGHAM DR 500N BUCKTON RD 132LARRICK LN 798RIDINGSMILL RD 472RILEYMILL LN 551N BUCKTON RD 174LARRICK LN 500RILEYMILL LN159LARRICK LN541N BUCKTON RD 197LARRICK LN 227LARRICK LN7338VALLEYPIKE 131GARLANDSNAPP DR 190MUSTANG LN 259LARRICK LN 262LARRICK LN 7180VALLEYPIKE 7180VALLEYPIKE 7328VALLEY PIKE 7233VALLEYPIKE 7114VALLEYPIKE 6889VALLEYPIKE 7040VALLEYPIKE 294RIENZIKNOLL LN 7024VALLEYPIKE 7036VALLEYPIKE 7000VALLEYPIKE 7012VALLEY PIKE 246KLINESMILL LN6986VALLEYPIKE 6972VALLEY PIKE 6931VALLEY PIKE 6936VALLEYPIKE 6892VALLEYPIKE 6938VALLEYPIKE 6885VALLEYPIKE 6870VALLEYPIKE 6847VALLEYPIKE 6773VALLEYPIKE 182KLINESMILL LN 239KLINESMILL RD 6836VALLEYPIKE 6825VALLEYPIKE6837VALLEY PIKE 251KLINESMILL LN 271KLINESMILL LN 141KLINESMILL RD 164KLINESMILL LN 201DARTERJO DR 6786VALLEY PIKE 6776VALLEYPIKE 401KLINESMILL RD 172KLINESMILL RD 313KLINESMILL RD 282KLINESMILL RD 262KLINES MILL RD 6704VALLEYPIKE 245VAUCLUSE RD 181DARTERJO DR 26704VALLEY PIKE 6698VALLEY PIKE BI RMI NGHAM DRQUINCEY M ILL CTGARLANDSNAPP DRSKIRMISHER LNMUSTANG LN RILEY MILL LN KLINES MILL LN VALLEYPIKER I E N Z I K N O L L L N N BUCKTON RDLARRICK LNKLINES MILL RD Application Parcels Sewer and Water Service A reaLong R ange Land Use Mixed Use Industrial/O ffice Institutional µ Frederick C ounty Planning & Development107 N Kent StWinchester, V A 22601540 - 665 - 5651Map Created: October 21, 2024 £¤11 §¨¦81 §¨¦81 RILEY MILL LN C H A P E L R DHITESRD HUTTLERDLARRICK LNKLINES MILL RD COUGILL RD MAIN STHAZELMILL LNDARTERJO DRGARLANDSNAPP DRMUSTANGLN H U T T L ERDVALLEY PIKEKLINESMILL LN MARSHBROOK LN RIENZIKNOLL LNCOYOTERIDGE LNOLDPLANTATION LNRIDINGS MILL RDMiddletown 0 1,000 2,000500 Feet £¤11 R E Z # 0 9 - 2 4 : M i d d l e t o w n L L CPIN: 8 4 - A - 7 8Rezoning f r o m R A t o T MLong R a n g e L a n d U s e M a p REZ #09-24 135 Greenway Engineering July 29, 2022 Tax Parcel 84-A-78 Revised August 7, 2024 Revised October 4, 2024 Revised November 25, 2024 File# 0127E/CM 1 MIDDLETOWN LLC REZONING TAX PARCEL 84-A-78 PROFFER STATEMENT REZONING: RZ# ____ RA, Rural Areas District (101.25± acres) to TM, Technology- Manufacturing Park District (101.25± acres) PROPERTY: Tax Parcel 84-A-78, comprising approximately 101.25± acres as shown on the Generalized Development Plan (hereinafter the “Property”) MAGISTERIAL DISTRICT: Back Creek Magisterial District RECORD OWNER: Wendell Hester Trust, Brian J. Hester Trustee & Jason G. Hester Trustee (hereinafter “Owner”) APPLICANT: Middletown LLC (hereinafter “Applicant”) PROJECT NAME: Middletown LLC Rezoning ORIGINAL DATE OF PROFFERS: July 19, 2022 REVISION DATE: August 7, 2024; October 4, 2024; November 25, 2024 Preliminary Matters Pursuant to Section 15.2-2296 Et. Seq. of the Code of Virginia, 1950, as amended, and the provisions of the Frederick County Zoning Ordinance with respect to conditional zoning, the undersigned Owner hereby proffers that in the event the Board of Supervisors of Frederick County, Virginia, shall approve Rezoning Application #_______ for the rezoning of 101.25± acres from the RA, Rural Areas District to the TM, Technology-Manufacturing Park District with proffers, development of the Property shall be done in conformity with the terms and conditions set forth herein, except to the extent that such terms and conditions may be subsequently amended or revised by the Owner and such be approved by the Frederick County Board of Supervisors in accordance with the said Code and Zoning Ordinance. In the event that such rezoning is not granted, then these proffers shall be deemed withdrawn and have no effect whatsoever. These proffers shall be binding upon the Owner and any legal successors, heirs, or assigns and the term “Owner” as used herein shall include any legal successors, heirs, or assigns. The Property is identified as Tax Map Parcel 84-A-78, owned by the Wendell Hester Trust, Brian J. Hester Trustee and Jason G. Hester Trustee, recorded as Deed Book 862 Page 0675, and is 136 Greenway Engineering July 29, 2022 Tax Parcel 84-A-78 Revised August 7, 2024 Revised October 4, 2024 Revised November 25, 2024 File# 0127E/CM 2 further identified by the Boundary Survey Plat prepared by Greenway Engineering, Inc., dated November 22, 2006, recorded as Instrument No. 070017020. PROFFER STATEMENT A) General Development Plan 1. The Owner shall develop the Property in substantial conformance with the General Development Plan – Middletown LLC Rezoning, prepared by Greenway Engineering, Inc., dated July 19, 2022, revised through August 1, 2024 (the “GDP”). The GDP shall be attached to this Proffer Statement. 2. The purpose of the GDP is to identify the general location of the Industrial and Public use development areas, the general location of regional stormwater management (SWM) facilities, the general location of buffer and tree save areas along Valley Pike (U.S. Route 11), the adjoining Frederick County Public Schools property, and Mustang Lane, the general location of ornamental landscaping, and the general location of improvements to Valley Pike (U.S. Route 11), to include entrance locations. 3. The content and components of the GDP may be adjusted by the Owner to accommodate final design and engineering constraints without the need for new conditional rezoning approval by the Frederick County Board of Supervisors, provided said adjustments do not eliminate, relocate, or substantially alter the areas described in Section A2. B) Industrial Use Development Area 1. Land Use a. The GDP designates 70.85± acres of the Property on the north side of Mustang Lane as the Industrial Use development area, exclusive of the adjoining stormwater management facility and buffers as described in Paragraph B.3. This area shall be developed with land uses permitted in the TM, Technology-Manufacturing Park District. Any uses involving the manufacture, storage, testing, or processing of live munitions shall be prohibited. b. The Owner hereby proffers that the intensity of TM uses developed in the Industrial Use Development Area shall be limited by projected weekday traffic generation to ensure consistency with the traffic impact analysis prepared for this rezoning application. The cumulative projected weekday traffic generation for uses developed on the Property shall not exceed 3,239 daily trips. Projected weekday traffic generation shall be based on data published in the Institute of Traffic Engineers (ITE) Trip Generation Manual, 11th Edition (TripGen 11) and tabulated prior to Site Plan approval for any TM use proposed on the Property. 2. Access 137 Greenway Engineering July 29, 2022 Tax Parcel 84-A-78 Revised August 7, 2024 Revised October 4, 2024 Revised November 25, 2024 File# 0127E/CM 3 a. The Owner hereby proffers to prohibit vehicular access to the Industrial Use development area from Mustang Lane. All vehicular access to the Industrial Use development area shall occur via commercial entrances on Valley Pike (U.S. Route 11). b. Vehicular access to the Industrial Use development area shall be limited to a maximum of two (2) commercial entrances on Valley Pike (U.S. Route 11) subject to Virginia Department of Transportation approval. c. The Owner shall construct a right turn lane along Valley Pike (U.S. Route 11) between the Mustang Lane intersection and the entrance(s) to the Industrial Use development area, as generally depicted on the GDP subject to Virginia Department of Transportation approval. The Owner shall complete construction of this improvement prior to the issuance of the first certificate of occupancy permit within the Industrial Use development area. 3. Buffering and Screening a. Valley Pike Buffer: The Owner shall provide a landscaped buffer along the frontage of the Industrial Use development area on Valley Pike (U.S. Route 11), as depicted on the GDP. The buffer shall be a minimum of 150 feet in depth and shall include screening elements consisting of either a berm and/or multiple rows of plantings as detailed on the GDP. All landscaping shall be comprised of native plant materials and cultivars. The buffer may be encroached by stormwater management facilities, but all screening elements detailed on the GDP shall be provided between any such facility and Valley Pike (U.S. Route 11) to ensure a consistent visual quality across the entire frontage of the Industrial Use development area. Disturbance of the buffer shall be limited to installation and maintenance of entrances, utilities, and screening elements. i. Stone Wall: The Owner shall preserve, to the best of their ability, the existing stone wall within the Valley Pike Buffer as a decorative feature. Such preservation shall include rebuilding damaged segments using any available stone wall material obtained from elsewhere on the Property. b. School Property Buffer: The Owner shall provide a landscape buffer along the segment of the south Property boundary adjacent to the property owned by Frederick County Public Schools. The buffer shall be a minimum of 150 feet in depth. The landscaping within the buffer shall consist of the preservation of existing trees, identified as Tree Save on the GDP. c. Mustang Lane Buffer: The Owner shall provide a landscape buffer along the Mustang Lane frontage of the Industrial Use development area, as depicted on the GDP. The buffer shall be a minimum 150 feet in depth extending from the School Property Buffer tapering to 75 feet in depth at its terminus immediately east of the proposed stormwater management facility. The landscaping within the buffer shall 138 Greenway Engineering July 29, 2022 Tax Parcel 84-A-78 Revised August 7, 2024 Revised October 4, 2024 Revised November 25, 2024 File# 0127E/CM 4 consist of the preservation of existing trees, identified as Tree Save on the GDP. Limited disturbance within the buffer shall be permitted to accommodate utility connections and/or emergency access, if required by Frederick County. C) Public Use Development Area 1. Land Use a. The GDP designates 10± acres of the Property on the south side of Mustang Lane as a Public Use development area, exclusive of the adjoining stormwater management facility. No other TM land uses except for public uses shall be allowed to develop in this area. b. The Owner shall dedicate the 10± acres designated as Public Use on the GDP to Frederick County, or such other entity Frederick County designates for future development of a public parks and recreation facility or other public or quasi- public use(s) as permitted in the TM District. Such facility may include, but shall not be limited to, an indoor aquatics center, ice rink, or combination thereof, and/or any other public or quasi-public facility deemed appropriate by Frederick County. The Owner shall complete this dedication within ninety (90) days of receiving Frederick County’s written request for same, but no sooner than eighteen (18) months of the date of rezoning approval or unless a site plan has been approved for the Industrial Use development area, whichever occurs first. 2. Landscaping The Owner shall provide ornamental landscaping along the Property frontage between the stormwater management facility and Valley Pike (U.S. Route 11) and on both sides of the existing Mustang Lane site entrance, as depicted on the GDP. Such landscaping shall consist of a mix of deciduous trees, evergreen trees, and flowering shrubs. All landscaping shall be comprised of native plant materials and cultivars. 3. Stormwater Management The Owner shall design and construct a stormwater management facility adjoining the Public Use development area as depicted on the GDP. The stormwater management facility shall be designed to accommodate the stormwater detention requirements of both the Industrial Use and Public Use development areas. Construction of the stormwater management facility shall occur at the time of development of the Industrial Use development area. 4. Interpretive Signage The Owner shall provide a monetary contribution of $3,000.00 for future installation by Frederick County of interpretive signage within or adjacent to the Public Use development area. Such signage is intended to highlight the history of the surrounding area prior to and 139 Greenway Engineering July 29, 2022 Tax Parcel 84-A-78 Revised August 7, 2024 Revised October 4, 2024 Revised November 25, 2024 File# 0127E/CM 5 including the Civil War (e.g., Battle of Cedar Creek, Sheridan’s Ride, and/or any other noteworthy historical context of the area). The monetary contribution shall be made payable to Frederick County prior to issuance of the first certificate of occupancy for the Property. D) Transportation Enhancements 1. The Owner shall provide a monetary contribution of $2800,000.00 for their proportional share of future regional transportation improvements involving the ramp intersections of Interstate 81 and Reliance Road (VA Route 627) as indicated by the Hester Trust Property Traffic Impact Study, dated July 27, 2022, prepared by Wells + Associates. These improvements may include signalization, turn lane installation, widening or extension of existing travel or turn lanes, or such other improvements as deemed necessary and appropriate by Frederick County and the Virginia Department of Transportation. The Owner agrees that the monetary contribution may be used by Frederick County as local matching funds for revenue sharing, federal or state transportation improvement grants, or other financing programs that will apply to the ramp intersections of Interstate 81 and Reliance Road. The monetary contribution shall be made payable to Frederick County prior to issuance of the first certificate of occupancy for the Property. 2. The Owner shall provide a 10-foot-wide asphalt trail along the Valley Pike (U.S. Route 11) frontage of the Property. The trail shall be located as generally shown on the GDP, with final location determined at time of site plan. The trail shall be installed prior to issuance of the first certificate of occupancy for the Property. 2.3.If requested by Frederick County or the Virginia Department of Transportation, the Owner shall dedicate the 60-foot-wide access easement containing existing Mustang Lane and its associated improvements to the Commonwealth of Virginia for state ownership and maintenance. Such dedication shall only occur upon determination by the Virginia Department of Transportation that Mustang Lane will be accepted into the state system in its current physical condition. The Owner shall complete this dedication within ninety (90) days of receiving written request for same from either Frederick County or the Virginia Department of Transportation. E) Monetary Contribution The Owner shall provide a monetary contribution of $0.10 per developed building square foot for County Fire and Rescue services. The monetary contribution shall be made payable to Frederick County at the time of issuance of the certificate of occupancy permit for the Property. OWNER SIGNATURE ON FOLLOWING PAGE 140 Greenway Engineering July 29, 2022 Tax Parcel 84-A-78 Revised August 7, 2024 Revised October 4, 2024 Revised November 25, 2024 File# 0127E/CM 6 Owner Signature The conditions proffered above shall be binding upon the heirs, executors, administrators, assigns and successors in the interest of the Owner. In the event the Frederick County Board of Supervisors grants this rezoning and accepts the conditions, the proffered conditions shall apply to the land rezoned in addition to other requirements set forth in the Frederick County Code. Respectfully Submitted: By: Wendell Hester Trust Date Brian J. Hester, Trustee Commonwealth of Virginia, City/County of To Wit: The foregoing instrument was acknowledged before me this day of 20 by My Commission Expires Notary Public By: Wendell Hester Trust Date Jason G. Hester, Trustee Commonwealth of Virginia, City/County of To Wit: The foregoing instrument was acknowledged before me this day of 20 by My Commission Expires Notary Public 141 Greenway Engineering July 29, 2022 Tax Parcel 84-A-78 Revised August 7, 2024 Revised October 4, 2024 Revised November 25, 2024 File# 0127E/CM 1 MIDDLETOWN LLC REZONING TAX PARCEL 84-A-78 PROFFER STATEMENT REZONING: RZ# ____ RA, Rural Areas District (101.25± acres) to TM, Technology- Manufacturing Park District (101.25± acres) PROPERTY: Tax Parcel 84-A-78, comprising approximately 101.25± acres as shown on the Generalized Development Plan (hereinafter the “Property”) MAGISTERIAL DISTRICT: Back Creek Magisterial District RECORD OWNER: Wendell Hester Trust, Brian J. Hester Trustee & Jason G. Hester Trustee (hereinafter “Owner”) APPLICANT: Middletown LLC (hereinafter “Applicant”) PROJECT NAME: Middletown LLC Rezoning ORIGINAL DATE OF PROFFERS: July 19, 2022 REVISION DATE: August 7, 2024; October 4, 2024; November 25, 2024 Preliminary Matters Pursuant to Section 15.2-2296 Et. Seq. of the Code of Virginia, 1950, as amended, and the provisions of the Frederick County Zoning Ordinance with respect to conditional zoning, the undersigned Owner hereby proffers that in the event the Board of Supervisors of Frederick County, Virginia, shall approve Rezoning Application #_______ for the rezoning of 101.25± acres from the RA, Rural Areas District to the TM, Technology-Manufacturing Park District with proffers, development of the Property shall be done in conformity with the terms and conditions set forth herein, except to the extent that such terms and conditions may be subsequently amended or revised by the Owner and such be approved by the Frederick County Board of Supervisors in accordance with the said Code and Zoning Ordinance. In the event that such rezoning is not granted, then these proffers shall be deemed withdrawn and have no effect whatsoever. These proffers shall be binding upon the Owner and any legal successors, heirs, or assigns and the term “Owner” as used herein shall include any legal successors, heirs, or assigns. The Property is identified as Tax Map Parcel 84-A-78, owned by the Wendell Hester Trust, Brian J. Hester Trustee and Jason G. Hester Trustee, recorded as Deed Book 862 Page 0675, and is 142 Greenway Engineering July 29, 2022 Tax Parcel 84-A-78 Revised August 7, 2024 Revised October 4, 2024 Revised November 25, 2024 File# 0127E/CM 2 further identified by the Boundary Survey Plat prepared by Greenway Engineering, Inc., dated November 22, 2006, recorded as Instrument No. 070017020. PROFFER STATEMENT A) General Development Plan 1. The Owner shall develop the Property in substantial conformance with the General Development Plan – Middletown LLC Rezoning, prepared by Greenway Engineering, Inc., dated July 19, 2022, revised through August 1, 2024 (the “GDP”). The GDP shall be attached to this Proffer Statement. 2. The purpose of the GDP is to identify the general location of the Industrial and Public use development areas, the general location of regional stormwater management (SWM) facilities, the general location of buffer and tree save areas along Valley Pike (U.S. Route 11), the adjoining Frederick County Public Schools property, and Mustang Lane, the general location of ornamental landscaping, and the general location of improvements to Valley Pike (U.S. Route 11), to include entrance locations. 3. The content and components of the GDP may be adjusted by the Owner to accommodate final design and engineering constraints without the need for new conditional rezoning approval by the Frederick County Board of Supervisors, provided said adjustments do not eliminate, relocate, or substantially alter the areas described in Section A2. B) Industrial Use Development Area 1. Land Use a. The GDP designates 70.85± acres of the Property on the north side of Mustang Lane as the Industrial Use development area, exclusive of the adjoining stormwater management facility and buffers as described in Paragraph B.3. This area shall be developed with land uses permitted in the TM, Technology-Manufacturing Park District. Any uses involving the manufacture, storage, testing, or processing of live munitions shall be prohibited. b. The Owner hereby proffers that the intensity of TM uses developed in the Industrial Use Development Area shall be limited by projected weekday traffic generation to ensure consistency with the traffic impact analysis prepared for this rezoning application. The cumulative projected weekday traffic generation for uses developed on the Property shall not exceed 3,239 daily trips. Projected weekday traffic generation shall be based on data published in the Institute of Traffic Engineers (ITE) Trip Generation Manual, 11th Edition (TripGen 11) and tabulated prior to Site Plan approval for any TM use proposed on the Property. 143 Greenway Engineering July 29, 2022 Tax Parcel 84-A-78 Revised August 7, 2024 Revised October 4, 2024 Revised November 25, 2024 File# 0127E/CM 3 2. Access a. The Owner hereby proffers to prohibit vehicular access to the Industrial Use development area from Mustang Lane. All vehicular access to the Industrial Use development area shall occur via commercial entrances on Valley Pike (U.S. Route 11). b. Vehicular access to the Industrial Use development area shall be limited to a maximum of two (2) commercial entrances on Valley Pike (U.S. Route 11) subject to Virginia Department of Transportation approval. c. The Owner shall construct a right turn lane along Valley Pike (U.S. Route 11) between the Mustang Lane intersection and the entrance(s) to the Industrial Use development area, as generally depicted on the GDP subject to Virginia Department of Transportation approval. The Owner shall complete construction of this improvement prior to the issuance of the first certificate of occupancy permit within the Industrial Use development area. 3. Buffering and Screening a. Valley Pike Buffer: The Owner shall provide a landscaped buffer along the frontage of the Industrial Use development area on Valley Pike (U.S. Route 11), as depicted on the GDP. The buffer shall be a minimum of 150 feet in depth and shall include screening elements consisting of either a berm and/or multiple rows of plantings as detailed on the GDP. All landscaping shall be comprised of native plant materials and cultivars. The buffer may be encroached by stormwater management facilities, but all screening elements detailed on the GDP shall be provided between any such facility and Valley Pike (U.S. Route 11) to ensure a consistent visual quality across the entire frontage of the Industrial Use development area. Disturbance of the buffer shall be limited to installation and maintenance of entrances, utilities, and screening elements. i. Stone Wall: The Owner shall preserve, to the best of their ability, the existing stone wall within the Valley Pike Buffer as a decorative feature. Such preservation shall include rebuilding damaged segments using any available stone wall material obtained from elsewhere on the Property. b. School Property Buffer: The Owner shall provide a landscape buffer along the segment of the south Property boundary adjacent to the property owned by Frederick County Public Schools. The buffer shall be a minimum of 150 feet in depth. The landscaping within the buffer shall consist of the preservation of existing trees, identified as Tree Save on the GDP. c. Mustang Lane Buffer: The Owner shall provide a landscape buffer along the Mustang Lane frontage of the Industrial Use development area, as depicted on the 144 Greenway Engineering July 29, 2022 Tax Parcel 84-A-78 Revised August 7, 2024 Revised October 4, 2024 Revised November 25, 2024 File# 0127E/CM 4 GDP. The buffer shall be a minimum 150 feet in depth extending from the School Property Buffer tapering to 75 feet in depth at its terminus immediately east of the proposed stormwater management facility. The landscaping within the buffer shall consist of the preservation of existing trees, identified as Tree Save on the GDP. Limited disturbance within the buffer shall be permitted to accommodate utility connections and/or emergency access, if required by Frederick County. C) Public Use Development Area 1. Land Use a. The GDP designates 10± acres of the Property on the south side of Mustang Lane as a Public Use development area, exclusive of the adjoining stormwater management facility. No other TM land uses except for public uses shall be allowed to develop in this area. b. The Owner shall dedicate the 10± acres designated as Public Use on the GDP to Frederick County for future development of public use(s) as permitted in the TM District. The Owner shall complete this dedication within ninety (90) days of receiving Frederick County’s written request for same, but no sooner than eighteen (18) months of the date of rezoning approval or unless a site plan has been approved for the Industrial Use development area, whichever occurs first. 2. Landscaping The Owner shall provide ornamental landscaping along the Property frontage between the stormwater management facility and Valley Pike (U.S. Route 11) and on both sides of the existing Mustang Lane site entrance, as depicted on the GDP. Such landscaping shall consist of a mix of deciduous trees, evergreen trees, and flowering shrubs. All landscaping shall be comprised of native plant materials and cultivars. 3. Stormwater Management The Owner shall design and construct a stormwater management facility adjoining the Public Use development area as depicted on the GDP. The stormwater management facility shall be designed to accommodate the stormwater detention requirements of both the Industrial Use and Public Use development areas. Construction of the stormwater management facility shall occur at the time of development of the Industrial Use development area. 4. Interpretive Signage The Owner shall provide a monetary contribution of $3,000.00 for future installation by Frederick County of interpretive signage within or adjacent to the Public Use development area. Such signage is intended to highlight the history of the surrounding area prior to and 145 Greenway Engineering July 29, 2022 Tax Parcel 84-A-78 Revised August 7, 2024 Revised October 4, 2024 Revised November 25, 2024 File# 0127E/CM 5 including the Civil War (e.g., Battle of Cedar Creek, Sheridan’s Ride, and/or any other noteworthy historical context of the area). The monetary contribution shall be made payable to Frederick County prior to issuance of the first certificate of occupancy for the Property. D) Transportation Enhancements 1. The Owner shall provide a monetary contribution of $280,000.00 for their proportional share of future regional transportation improvements involving the ramp intersections of Interstate 81 and Reliance Road (VA Route 627) as indicated by the Hester Trust Property Traffic Impact Study, dated July 27, 2022, prepared by Wells + Associates. These improvements may include signalization, turn lane installation, widening or extension of existing travel or turn lanes, or such other improvements as deemed necessary and appropriate by Frederick County and the Virginia Department of Transportation. The Owner agrees that the monetary contribution may be used by Frederick County as local matching funds for revenue sharing, federal or state transportation improvement grants, or other financing programs that will apply to the ramp intersections of Interstate 81 and Reliance Road. The monetary contribution shall be made payable to Frederick County prior to issuance of the first certificate of occupancy for the Property. 2. The Owner shall provide a 10-foot-wide asphalt trail along the Valley Pike (U.S. Route 11) frontage of the Property. The trail shall be located as generally shown on the GDP, with final location determined at time of site plan. The trail shall be installed prior to issuance of the first certificate of occupancy for the Property. 3. If requested by Frederick County or the Virginia Department of Transportation, the Owner shall dedicate the 60-foot-wide access easement containing existing Mustang Lane and its associated improvements to the Commonwealth of Virginia for state ownership and maintenance. Such dedication shall only occur upon determination by the Virginia Department of Transportation that Mustang Lane will be accepted into the state system in its current physical condition. The Owner shall complete this dedication within ninety (90) days of receiving written request for same from either Frederick County or the Virginia Department of Transportation. E) Monetary Contribution The Owner shall provide a monetary contribution of $0.10 per developed building square foot for County Fire and Rescue services. The monetary contribution shall be made payable to Frederick County at the time of issuance of the certificate of occupancy permit for the Property. OWNER SIGNATURE ON FOLLOWING PAGE 146 Greenway Engineering July 29, 2022 Tax Parcel 84-A-78 Revised August 7, 2024 Revised October 4, 2024 Revised November 25, 2024 File# 0127E/CM 6 Owner Signature The conditions proffered above shall be binding upon the heirs, executors, administrators, assigns and successors in the interest of the Owner. In the event the Frederick County Board of Supervisors grants this rezoning and accepts the conditions, the proffered conditions shall apply to the land rezoned in addition to other requirements set forth in the Frederick County Code. Respectfully Submitted: By: Wendell Hester Trust Date Brian J. Hester, Trustee Commonwealth of Virginia, City/County of To Wit: The foregoing instrument was acknowledged before me this day of 20 by My Commission Expires Notary Public By: Wendell Hester Trust Date Jason G. Hester, Trustee Commonwealth of Virginia, City/County of To Wit: The foregoing instrument was acknowledged before me this day of 20 by My Commission Expires Notary Public 147 148 149 MIDDLETOWN, LLC REZONING IMPACT ANALYSIS STATEMENT Tax Parcel 84-A-78 Back Creek Magisterial District Frederick County, Virginia July 29, 2022 Revised August 6, 2024 Current Owner: Wendell Hester Trust Brian J. Hester, Trustee & Jason G. Hester, Trustee Applicant: Middletown, LLC Contact Person: Christopher Mohn, AICP Greenway Engineering, Inc. 151 Windy Hill Lane Winchester, VA 22602 540-662-4185 150 Greenway Engineering July 29, 2022 Middletown, LLC Rezoning Revised August 6, 2024 File #0127E Impact Statement/CMM 2 MIDDLETOWN, LLC REZONING IMPACT ANALYSIS STATEMENT EXECUTIVE SUMMARY This report has been prepared for the purpose of assessing the impact to Fredrick County of the proffered rezoning of 101.25± acres from RA, Rural Areas District to TM, Technology Manufacturing Park District, as proposed by Middletown, LLC (Applicant). The subject property is identified as Tax Parcel 84-A-78 and located on the east side of Valley Pike (U.S. Route 11 South) roughly 3,000 feet north of the Town of Middletown Corporate Limits. The subject property is currently owned by the Wendell Hester Trust, Brian J. Hester Trustee and Jason G. Hester Trustee. The Applicant proposes to rezone the subject property to allow development of a mix of technology-related industrial and public uses as permitted by the TM District. Specifically, as shown on the proffered General Development Plan (GDP), the Applicant seeks to establish an Industrial Use land bay totaling approximately 70.85± acres, within which data center or other technology-related industrial uses would be permitted to develop. The maximum development intensity will be limited by weekday trip generation, with industrial uses allowed to generate up to 3,239 weekday trips, consistent with the traffic impact analysis prepared for this application. Limiting development intensity by weekday trip generation is appropriate for the TM District as it will provide flexibility to accommodate the building and floor area scenarios possible with the district’s permitted uses. The Applicant further proposes a Public Use land bay comprised of approximately 10± acres that will be reserved for future dedication to Frederick County for development of public or quasi-public uses. Ultimate use of this acreage will be at the discretion of Frederick County. That said, the site’s proximity to Interstate 81 and adjacency to Middletown Elementary School make it well suited for parks and recreation uses, such as, but not limited to, an indoor aquatic center, ice rink, or other passive or active facilities to meet community needs. The Applicant has proffered to mitigate the impacts attributable to the proposed rezoning through a combination of design features and monetary contributions. To minimize impacts to adjoining uses, extensive buffers will be provided along Valley Pike, Mustang Lane, and the site boundary with Middletown Elementary School. Additionally, vehicular access to the Industrial Use land bay will be prohibited on Mustang Lane, with access for such traffic instead limited to two entrances on Valley Pike served by dedicated right and left turn lanes. The combination of these features will ensure the physical integration of the proposed industrial uses into the surrounding community with minimal disruption to established residential and institutional uses. 151 Greenway Engineering July 29, 2022 Middletown, LLC Rezoning Revised August 6, 2024 File #0127E Impact Statement/CMM 3 The traffic analysis prepared by Wells + Associates (Wells) for this application indicates that intersections impacted by the projected industrial trips will function at acceptable level of service conditions, assuming signalization of the Interstate 81 northbound ramp/Reliance Road and the Valley Pike/Reliance Road intersections. The latter signalization is proffered to be completed by the developer of the Village at Middletown project when requested by VDOT. The Wells analysis indicates that signalization of the Interstate 81 northbound ramp/Reliance Road intersection will be needed regardless of this rezoning application, as this improvement will be required to address the impacts of regional traffic growth and construction of previously approved developments. Indeed, trips generated by the rezoning application are projected to constitute up to a maximum of only 15% to 20% of the traffic at this intersection. While not solely responsible for the need for this regional transportation improvement, the Applicant has proffered a proportional monetary contribution of $200,000 for use by Frederick County and VDOT in funding the signalization project. Alternatively, this contribution could be combined with other funding sources by Frederick County and VDOT to complete other needed improvements in and around the interchange area. In either case, the Applicant’s proffered contribution will ensure that any potential impacts attributable to the rezoning application to the surrounding road network are effectively mitigated. Basic Site and Application Information Location: East side of Valley Pike (U.S. Route 11), approximately 3,000 feet north of Town of Middletown Magisterial District: Back Creek District Property ID Numbers: 84-A-78 Current Zoning: RA, Rural Areas District Current Use: Undeveloped Proposed Zoning: TM, Technology Manufacturing Park District with proffers Proposed Use: Industrial and Public, with potential Data Center Use Total Rezoning Area: 101.25±-acres Rezoning Area Breakdown: 70.85± acres – Industrial Use Development Area 10± acres – Public Use Development Area 18.7± acres – SWM/BMP and Proffered Buffer Areas 1.7± acres – Mustang Lane Ingress-Egress Easement 152 Greenway Engineering July 29, 2022 Middletown, LLC Rezoning Revised August 6, 2024 File #0127E Impact Statement/CMM 4 COMPREHENSIVE POLICY PLAN Sewer and Water Service Area The Sewer and Water Service Area (SWSA) is generally consistent with the UDA, but also extends outside of the UDA to accommodate areas of the County in which commercial, industrial, and institutional land uses are desired, but residential development is not. The subject property is currently located wholly within the SWSA as established by the Middletown/Lord Fairfax Sewer and Water Service Area Plan and is therefore properly situated for development served by public water and sewer. Comprehensive Plan Conformity The subject property is a component of the Middletown/Lord Fairfax Sewer and Water Service Area Plan, which is a small area plan within the Frederick County Comprehensive Plan (Comprehensive Plan). The Area Plan designates the subject property for future Mixed- use Industrial/Office land use. Neither the Area Plan nor Comprehensive Plan describe the intended characteristics of this land use designation, meaning there are no policy guidelines for how industrial and/or office uses are expected to be configured or allocated on properties designated Mixed-use Industrial/Office. However, in practice this land use designation is meant to provide areas for development of Economic Development Authority (EDA) targeted industries, data centers, offices, and low-impact industrial uses, which aligns with the intent of the TM District. The proffered General Development Plan (GDP) designates an approximately 70.85±-acre land bay for development of industrial land uses, identified as the Industrial Use development area. Additionally, the Applicant has proffered to reserve approximately 10± acres of the subject property for future development of public uses, identified as the Public Use development area. While Frederick County will have discretion regarding the ultimate use of the acreage, the site is well situated as a potential location for a regional parks and recreation facility that includes an indoor aquatic center and/or ice rink. Regardless of the type of public facility ultimately developed, by combining the proffered reservation of land for public use with the wide array of uses permitted in the TM District, this rezoning provides a framework for ensuring the subject property develops with a diverse mix of land uses as envisioned by the Comprehensive Plan. SUITABILITY OF THE SITE Access The subject property has approximately 2,275± feet of frontage on the east side of Valley Pike (U.S. Route 11) and is bifurcated by Mustang Lane, a private access easement roadway that provides access to Middletown Elementary School. To avoid impacts to the adjoining school use, the Applicant has proffered to prohibit access to the Industrial Use land bay from Mustang Lane. As such, only public uses will be accessed via Mustang Lane. Access to the Industrial Use land bay will be provided by two commercial entrances on Valley Pike served 153 Greenway Engineering July 29, 2022 Middletown, LLC Rezoning Revised August 6, 2024 File #0127E Impact Statement/CMM 5 by a dedicated right turn lane and the existing center left turn lane. The traffic analysis prepared by Wells + Associated for this application indicates that this access arrangement will adequately serve the planned industrial uses, and further that VDOT entrance spacing requirements can be satisfied . Flood Plains The 101.25±-acre subject property does not contain areas of floodplain as demonstrated on FEMA NFIP Map #51069C0320E Effective Date January 29, 2021. Wetlands A Wetland Delineation Report was prepared for the subject property by Greenway Engineering, Inc., dated April 7, 2021. The delineation identified one Pond (Pond A) and three stream channels (Stream A, Stream B, and Stream C) within the site area. Stream A is approximately 1-2 feet wide located in the northeast corner of the site. Stream A flows from the west and feeds into Pond A and then outfalls from Pond A and flows east offsite to a culvert under I-81. Stream B is located roughly in the eastern center of the project boundary and is approximately 1-3 feet wide. Stream B flows from the north to the southeast south before flowing offsite to the east into a culvert under I-81. Stream C is approximately 1-2 feet wide and flows into stream B. Stream C was mostly dry during field investigation. Sporadic erosional channels were observed on the southwest portion of the property most likely the result of receiving stormwater runoff from the adjacent school and Mustang Lane. These features were not deemed streams based on field observations. Pond A is approximately 0.23 acres in total size in the northeastern portion of the site. One data point was collected during the wetland delineation behind the dam of the pond to demonstrate that no wetlands were in that area. The U.S. Army Corps of Engineers confirmed these findings upon issuance of Jurisdictional Determination NAO-2021-01189, dated July 27, 2021. Any impacts to delineated wetland areas can be mitigated during site development. 154 Greenway Engineering July 29, 2022 Middletown, LLC Rezoning Revised August 6, 2024 File #0127E Impact Statement/CMM 6 Soil Types The subject property contains soil types as demonstrated by the Soil Survey of Frederick County, Virginia and the Frederick County GIS Database. The following soil types are present on site: 1C - Berks Channery silt loam 8 to 15 percent slopes: these soils are described as having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture coarse texture. These soils have a moderate rate of water transmission. 3B - Blairton silt loam 2 to 7 percent slopes: these soils are described as having a drained area of slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. 3B - Blairton silt loam 2 to 7 percent slopes: these soils are described as having an undrained area of very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high-water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. 5B - Carbo silt loam 2 to 7 percent slopes: these soils are described as having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high-water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. 6C – Carbo-Oaklet, very rocky silt loams 2 to 15 percent slopes: these soils are described as having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high-water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. 8B - Chilhowie silty clay loam 2 to 7 percent slopes: these soils are described as having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high-water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. 155 Greenway Engineering July 29, 2022 Middletown, LLC Rezoning Revised August 6, 2024 File #0127E Impact Statement/CMM 7 8C - Chilhowie silty clay loam 7 to 15 percent slopes: these soils are described as having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high-water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. 32B - Oaklet silt loam 2 to 7 percent slopes: these soils are described as having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. 32C - Oaklet silt loam 7 to 15 percent slopes: these soils are described as having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. 41D – Weikert-Berks channery silt loam 15 to 25 percent slopes: these soils are described as having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high-water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. Other Environmental Features The property does not contain areas of steep slope, lakes or natural stormwater retention areas as defined by the Frederick County Zoning Ordinance. The subject property is also located in the geographic portion of the County that is underlain by karst geology. This environmental feature will not constrain development of future TM District uses and will be managed during final engineering design in accordance with all applicable ordinances and regulations. SURROUNDING PROPERTIES Adjoining property zoning and present use: North: RA, Rural Areas District Use: Agricultural/Residential South: RA, Rural Areas District Use: Institutional East: RA, Rural Areas District Use: Agricultural/Residential West: RA, Rural Areas District Use: Agricultural/Residential 156 Greenway Engineering July 29, 2022 Middletown, LLC Rezoning Revised August 6, 2024 File #0127E Impact Statement/CMM 8 TRANSPORTATION Wells + Associates (Wells) prepared a traffic impact study (TIS) for the development of industrial uses on the subject property. Pursuant to initial VDOT review of the TIS, Wells prepared an Operational and Safety Analysis Report (OSAR) for the interchange at Interstate 81 and Reliance Road as well as a Signal Justification Reports (SJR) for both the northbound (NB) and southbound (SB) interchange ramps and the Reliance Road/Valley Pike (U.S. Route 11) intersection. The OSAR and SJR have been approved by VDOT. The existing conditions analysis indicates that all study intersections currently operate at an acceptable level-of-service (LOS) “C” or better during the weekday AM and PM peak hours. With the addition of regional traffic growth and the construction of pipeline developments (e.g., background traffic growth), the I-81 NB Ramp/Reliance Road and the Valley Pike (U.S. Route 11)/Reliance Road intersections are projected to operate beyond capacity and require signalization to maintain acceptable levels-of-service. The Industrial Use land bay is planned to be developed in phases based on market demand. This land bay is proposed to develop with TM District uses, which vary in terms of possible building/floor area composition, trip generation rates, and trip characteristics. That said, for the purposes of the TIS, OSAR, and SJR, the land bay was assumed to develop with 848,000 square feet of general industrial uses that are estimated to generate 580 AM peak hour trips (510 in and 70 out), 188 PM peak hour trips (26 in and 162 out), and 3,239 average weekday (24-hour) trips when fully occupied. The Applicant has proffered to limit the intensity of development in the Industrial Use development area based on this weekday trip generation scenario to accommodate the varied building/floor area possibilities associated with TM District uses while ensuring traffic impacts are effectively mitigated. With the addition of the site’s industrial traffic, acceptable levels-of-service at I-81 NB and SB Ramps at the Reliance Road interchange and the Valley Pike (U.S. Route 11)/Reliance Road intersections would continue to be maintained assuming the installation of traffic signals. Installation of the traffic signal at the I-81 NB Ramp intersection should be prioritized. All proposed traffic signals would satisfy warrants for signalization and have been previously recommended in other area traffic studies, and therefore represent existing improvement needs. All other study intersections are anticipated to operate at an acceptable level of service. Acceptable levels of service would be maintained at the site driveways whether one or two entrances are provided. The proposed access would meet VDOT spacing standards but would warrant exclusive right and left turn lanes, with the existing center-left turn lane being sufficient for such access. The Applicant has proffered to make a monetary contribution in the amount of $200,000 for use by Frederick County and VDOT to address projected signalization requirements at study area intersections and related improvements. The signal at the Valley Pike/Reliance Road intersection is proffered to be installed by the developer of the Village at Middletown project when requested by VDOT. Trips directly attributable to the proposed rezoning and possible 157 Greenway Engineering July 29, 2022 Middletown, LLC Rezoning Revised August 6, 2024 File #0127E Impact Statement/CMM 9 TM District uses are projected to comprise no more than 15% to 20% of total traffic at the interchange intersections. Based on recent design experience, Wells estimates the cost of signalization to be approximately $350,000 per ramp intersection, or roughly $700,000 in total. As such, the Applicant’s contribution reflects and exceeds the project’s maximum proportional share of overall impacts and can be targeted to ensure acceptable level of service conditions at the I-81 NB Ramp/Reliance Road intersection or leveraged by Frederick County and VDOT to complete other improvements in and around the interchange area. Coupled with access-related improvements, the monetary contribution toward regional road improvements will ensure that all traffic-related impacts of the proposed rezoning are effectively mitigated. PUBLIC WATER AND SEWER The subject property is located within the Sewer and Water Service Area (SWSA) and is therefore entitled to be served by public water and sewer pursuant to applicable County policy. Existing development within the Middletown/Lord Fairfax SWSA obtains public water from the City of Winchester and public sewer from the Town of Middletown. However, with a 2014 update to the Area Plan, the Board of Supervisors identified Frederick Water as the required service provider for any new development within the Middletown/Lord Fairfax SWSA, even though the nearest Frederick Water infrastructure is located roughly 5 miles north of the SWSA boundary. The Applicant engaged with Frederick Water, the Town of Middletown, and Frederick County to determine the agreements and system requirements necessary to serve the subject property in conformance with this policy, to no avail. Recent guidance received from Frederick County indicated the Board of Supervisors may modify this policy with an affirmative action on the rezoning application, thereby allowing the site to be served by entities other than Frederick Water. Assuming ultimate approval of this rezoning application, the Applicant will proceed with serving the site with public water and sewer through the City of Winchester and the Town of Middletown, respectively. Water Supply The City of Winchester previously provided a “will serve” letter to the Applicant indicating sufficient capacity to serve the proposed industrial development on the site. A 24-inch water main owned by the City of Winchester extends along the length of the site frontage within the Valley Pike right-of-way. A meter extends off this main into the subject property, from which an 8-inch water line extends within the Mustang Lane private access easement to Middletown Elementary School. Sewage Conveyance and Treatment The subject property contains existing sewer infrastructure that includes a privately maintained sanitary sewer pump station and 8-inch gravity sewer main. Such infrastructure currently conveys effluent flows from Middletown Elementary School to the Town of Middletown system via inter-connected 4-inch and 6-inch force mains extending along Valley Pike. In addition to flows originating from the elementary school, the 6-inch segment of the Valley Pike force main also conveys effluent from Lord Fairfax Community College (LFCC). Upon reaching the Town of Middletown’s system, the flows convey via gravity mains to the Town’s wastewater treatment plant. 158 Greenway Engineering July 29, 2022 Middletown, LLC Rezoning Revised August 6, 2024 File #0127E Impact Statement/CMM 10 Development of the Industrial Use land bay is anticipated to require peak flow capacity of 35 gpm. Per the design plans, the existing pump station is operating (per the design plans) at 93 gpm. The existing school utilizes in their peak month a flow of 18 gpm (3,420 GPD over an 8-hour period). Flow calculations show the existing pump station and subsequent force main has appropriate capacity to handle the anticipated flows from the proposed industrial uses. Given these capacities, the Applicant has proposed using these existing systems to connect to the Town of Middletown’s system. SITE DRAINAGE The topographic relief on the subject property generally follows a northeast to southwest pattern which directs drainage from the subject property towards the front of the property towards Valley Pike (Route 11). A complete stormwater management plan will be designed at the time of final engineering design. All associated stormwater quantity and quality measures will be designed in conformance with all applicable state and local regulations; therefore, site drainage and stormwater management impacting adjoining properties and the community will be mitigated. Based on preliminary analysis, the Applicant has identified the location of regional SWM/BMP facilities on the GDP that will be designed and constructed to serve both the Industrial Use and Public Use development areas. HISTORICAL SITES AND STRUCTURES The Frederick County Rural Landmarks Survey identifies the presence of the Jeff Henson House (DHR ID 034-1030) on the subject property but does not indicate any potential significance. Three other surveyed resources exist in proximity to the site, identified as the Abel Tract (DHR 032-0237), Sunnyside (DHR 034-1028), and Valley View Farm (DHR 034-1029). The Abel Tract is associated with the Cedar Creek Battlefield and is subject to an easement held by the Board of Historic Resources. The National Park Service Study of Civil War Sites in the Shenandoah Valley identifies the subject property as being located within the Battle of Cedar Creek study area boundary (DHR ID 034-0303); however, the subject property is located well outside of the defined core battlefield area and is also defined as having lost integrity due to existing development patterns. That said, due to the Civil War history in the Middletown area and proximity of the resources noted above, the Applicant commissioned Dovetail Associates to complete a Cultural Resources Survey to validate these conditions. The findings of Dovetail’s report confirm that the site did not play a significant role in the Battle of Cedar Creek or other Civil War action, and further that no other potentially significant resources are located on the subject property. Therefore, the proposed rezoning of the subject property will not generate negative impacts associated with historic resources. Pursuant to comments received from the Historic Resources Advisory Board (HRAB), the Applicant has proffered a monetary contribution of $3,000 for installation of interpretive signage on or adjacent to the Public Use development area. This contribution reflects the 159 Greenway Engineering July 29, 2022 Middletown, LLC Rezoning Revised August 6, 2024 File #0127E Impact Statement/CMM 11 current cost of procuring such signage through Civil War Trails, whose existing network includes sites in Frederick County and the City of Winchester. 160 !! !! !! !! !! !! !!!!!! !!!!!! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! !!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!! !!!! !! !! !! !! !! !! !! !! !! !! !! !! !!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !!!!!!!!!! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! £¤11 §¨¦81VALLEY PIKEMAIN STSKIRMISHERLNWO O L E N M I L L S D R COVILLESTLARRICKLNC O U G I L L R D RILEY M IL L L NMINERALSTGARLANDSNAPPDRMUSTA N G L N N BUCKTON RDKLIN E S M I L L L N RIENZI KNOLLLN KLINES MILL RD RID INGS M I L L RD 84 A 78 Map Data Source: Frederick County, VA. GIS Department, 2021 Data. 2019 Aerial Image.AERIAL OVERVIEW EXHIBITMIDDLETOWN LLC.FREDERICK COUNTY, VIRGINIADATE: 07-26-2022PROJECT ID: 0127EDESIGNED BY: DJCSCALE:1 inch = 625 feet625 0 625 Feet Legend Subject Parcel ! ! ! ! !! ! ! ! ! ! !! ! Middletown Town Limits Parcel Boundary µMIDDLETOWN LLC.AERIAL OVERVIEW EXHIBITCIVIL ENGINEERING | LAND PLANNING | GIS | LAND SURVEYING | ENVIRONMENTAL | ANALYTICAL LABORATORY | QUALITY CONTROL TESTING & INSPECTIONS WINCHESTER, VA | ASHBURN, VA | MARTINSBURG, WV161 £¤11 §¨¦81VALLEY PIKEMAIN STSKIRMISHERLNC O U G I L L R D LARRICKLNRILEY M I L L L NGARLANDSNAPPDRMUSTA N G L N KLIN E S M I L L L N NBUCKTONRDRIENZI KNOLLLN RID INGS M I L L RD 84 A 78 Map Data Source: Frederick County, VA. GIS Department, 2021 Data. 2019 Aerial Image.ZONING AND LOCATION EXHIBITMIDDLETOWN LLC.FREDERICK COUNTY, VIRGINIADATE: 07-26-2022PROJECT ID: 0127EDESIGNED BY: DJCSCALE:1 inch = 625 feet625 0 625 Feet Legend Subject Parcel Middletown Town Limits Parcel Boundary µMIDDLETOWN LLC.ZONING AND LOCATION EXHIBITCIVIL ENGINEERING | LAND PLANNING | GIS | LAND SURVEYING | ENVIRONMENTAL | ANALYTICAL LABORATORY | QUALITY CONTROL TESTING & INSPECTIONS WINCHESTER, VA | ASHBURN, VA | MARTINSBURG, WV§¨¦66 §¨¦81£¤11 LOCATION MAP SITE STEPHENS CITY MIDDLETOWN NOTE: THE ENTIRETY OF THE AREA SHOWN IS ZONED RA (RURAL AREAS DISTRICT) 162 !! !! !! !! !! !! !! !! !!!!!!!! !! !!!! ! ! ! ! ! ! ! !!!!!!!!!!!! ! ! ! ! ! ! !!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!! !!!! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !!!!!!!!!!!! !! !! !!!! !! !! !! !! !! !! !!!! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !!730740750720750740720730740750756752750720730740710 720720710 700700730740 73 0 740 740750730740750740 740710730720730 730760 £¤11 §¨¦81VALLEY PIKERIDINGS MILL RDGARLANDSNAPPDRMUSTA N G L N KLIN E S M I L L L N L A R R IC K LNRIENZI KNOLLLN WestRun M a rshBroo k 84 A 78 Map Data Source: Frederick County, VA. GIS Department, 2021 Data. 2019 Aerial Image.NATURAL FEATURES EXHIBITMIDDLETOWN LLC.FREDERICK COUNTY, VIRGINIADATE: 07-26-2022PROJECT ID: 0127EDESIGNED BY: DJCSCALE:1 inch = 500 feet500 0 500 Feet Legend Subject Parcel Parcel Boundary Stream Wetland (NWI) Delineated Streams Lake or Pond 100 Year Floodplain 10' Contours µMIDDLETOWN LLC.NATURAL FEATURES EXHIBITCIVIL ENGINEERING | LAND PLANNING | GIS | LAND SURVEYING | ENVIRONMENTAL | ANALYTICAL LABORATORY | QUALITY CONTROL TESTING & INSPECTIONS WINCHESTER, VA | ASHBURN, VA | MARTINSBURG, WVNOTE: CONTOURS ARE SHOWN AT A 10' INTERVAL UNLESS OTHERWISE NOTED. 163 [e [e[e[e[e [e[e[e[e [e [e [e[e [e [e[e[e [e [e[e[e [e[e [e [e [e[e [e [e[e[e[e [e[e [e[e [e [e[e [e[e[e [e[e[e[e[e[e[e[e[e[e[e[e[e [e [e [e [e[e [e[e[e [e [e[e[e [e[e[e[e[e [e [e[e[e[e [e[e[e [e[e [e [e[e [e [e [e [e[e [e [e[e[e [e [e [e [e [e [e [e [e [e[e[e[e [e [e[e [e[e[e[e[e [e[e [e[e [e[e[e [e [e [e[e[e [e [e [e[e[e[e[e [e[e [e[e[e [e[e[e[e[e [e [e [e [e[e[e [e [e [e [e[e [e[e[e[e[e[e [e [e[e [e[e[e[e[e[e[e[e[e[e[e[e[e[e [e [e[e [e[e [e[e [e [e [e[e [e [e [e [e[e [e[e[e[e [e [e [e [e [e[e [e[e[e [e[e [e [e[e[e [e [e [e [e [e [e [e[e[e [e[e[e[e[e[e[e[e [e [e [e[e [e [e[e[e[e [e [e [e[e [e[e [e [e [e [e [e[e[e [e [e [e [e [e[e[e[e[e[e[e[e[e[e[e[e[e [e [e[e[e[e[e[e[e [e[e[e[e[e[e [e[e[e[e[e [e[e [e[e [e[e[e[e [e [e[e[e [e[e[e[e [e [e [e[e[e[e [e[e [e [e[e [e[e[e[e [e[e [e[e [e[e[e [e [e [e !! !! !! !! !! !! !!!!!! !!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!! !!!! !! !! !! !! !! !! !! !! !! !! !! !! !!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !!!!!!!!!! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! £¤11 §¨¦81VALLEY PIKEMAIN STSKIRMISHERLNWO O L E N M I L L S D R COVILLESTLARRICKLNC O U G I L L R D RILEY M IL L L NMINERALSTGARLANDSNAPPDRMUSTA N G L N N BUCKTON RDKLIN E S M I L L L N RIENZI KNOLLLN KLINES MILL RD RID INGS M I L L RD 84 A 78 34-1023Downes,Al House 34-1028Sunny Side 34-1029ValleyView Farm 34-131KendrickHouse Map Data Source: Frederick County, VA. GIS Department, 2021 Data. 2019 Aerial Image.HISTORIC FEATURES EXHIBITMIDDLETOWN LLC.FREDERICK COUNTY, VIRGINIADATE: 07-26-2022PROJECT ID: 0127EDESIGNED BY: DJCSCALE:1 inch = 625 feet625 0 625 Feet Legend Subject Parcel !! !! !! ! ! ! ! !!!!Middletown Town Limits Parcel Boundary [e Landmark Civil War Battlefields Cedar Creek µMIDDLETOWN LLC.HISTORIC FEATURES EXHIBITCIVIL ENGINEERING | LAND PLANNING | GIS | LAND SURVEYING | ENVIRONMENTAL | ANALYTICAL LABORATORY | QUALITY CONTROL TESTING & INSPECTIONS WINCHESTER, VA | ASHBURN, VA | MARTINSBURG, WV164 165 166 6.Disclosure of real parties in interest. Virginia Code § 15.2-2289 provides that localities may by ordinance require any applicant for a zoning amendment to make complete disclosure of the equitable ownership of the real estate to be affected including, in the case of corporate ownership, the name of stockholders, officers, and directors, and in any case the names and addresses of all real parties of interest. Frederick County has, by County Code § 165-101.09, adopted such an ordinance. For each business entity that is an owner or contract purchaser of the property, please list the name and address of each person owning an interest in, or who is an officer or director of, any entity that is an owner or contract purchaser of the property (you need not indicate the amount or extent of the ownership interest). Please note that this requirement does not apply to a corporation whose stock is traded on a national or local stock exchange and having more than 500 shareholders. Please attach additional page(s) if necessary. 7.Checklist. Please check that the following items have been included with this application: □Location Map □Plat Depicting Metes/Bounds of Proposed Zoning □Impact Analysis Statement □Proffer Statement (if any) □Agency Comments □Fee □Copies of Deed(s) to Property(ies) □Tax Payment Verification □Digital copies (pdf’s) of all submitted items WENDELL HESTER TRUST: Brian J. Hester,165 Babbs Run Lane, Winchester, VA 22603; Jason G. Hester 123 Carnmore Drive, Winchester, VA 22602; Allen T. Hester, 460 Ridgewood Lane, Winchester, VA 22601 MIDDLETOWN, LLC: Scott C. Plein, 8040 Industrial Park Court, Bristow, VA 20136; William M. Smith, 8040 Industrial Park Court, Bristow, VA 20136; Lynda M. Gibbs, 42566 Longacre Drive, South Riding, VA 20152 ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ 167 168 169 170 171 172 173 COUNTY OF FREDERICK Austin K. Cano Acting County Attorney (540) 722-8383 E-mail austin.cano@fcva.us October 1, 2024 VIA E-MAIL Mr. Christopher Mohn, AICP Greenway Engineering, Inc. 151 Windy Hill Lane Winchester, Virginia Re: Rezoning Application – Middletown, LLC Tax Parcel Numbers 84-A-78 (the “Property”) Dear Mr. Mohn: You have submitted to Frederick County for review a proposed proffer statement (the “Proffer Statement”) for the proposed rezoning of the Property, 101.25± acres in the Back Creek Magisterial District, from the RA (Rural Areas) Zoning District to the TM (Technology Manufacturing Park) Zoning District, with proffers. I have now reviewed the Proffer Statement and it is my opinion that the Proffer Statement would be in a form to meet the requirements of the Frederick County Zoning Ordinance and the Code of Virginia, and would be legally sufficient as a proffer statement, subject to the following comments: REZONING Line – For consistency with usual form, addition of “(101.25± acres)” after each instance of the word ‘District’ such that the line reads “RA, Rural Areas District (101.25± acres) to TM, Technology-Manufacturing Park District (101.25± acres).” PROPERTY Line – For consistency with usual form, addition of “101.25± acres” before listing the Tax Parcel number. Proffer A) 1. – Addition of “The GDP shall be attached to this Proffer Statement” for clarity. Proffer C) 3. – Replacing the word “with” in the last sentence of this paragraph to “within,” to avoid ambiguity. Proffer D) 1. – Addition of reasoning behind this proffer, including how it relates to the project as a whole, for clarity. This could be accomplished by referencing the TIA and 174 Mr. Christopher Mohn October 1, 2024 Page 2 how it identifies recommended improvements or warranted signalization in the areas referenced. I have not reviewed the substance of the proffers as to whether the proffers are suitable and appropriate for this specific development, as my understanding is that review will be done by staff and the Planning Commission. Sincerely, Austin K. Cano Acting County Attorney cc: John Bishop, Assistant Director of Planning & Development, Frederick County (via e- mail) Tyler Klein, Senior Planner, Frederick County (via email) 175 DEPARTMENT OF TRANSPORTATION Staunton/Edinburg Land Development 14031 Old Valley Pike Edinburg, VA 22824 Mr. Klein, This office has completed our review of the Middletown, LLC rezoning application submitted by Greenway Engineering on behalf of Brian J. Hester and Jason G. Hester. This application is proposing to rezone Tax Map Parcel 84-A-78 from Rural Area (RA) to Technology Management (TM). The parcel consists of 101.25 acres +/-. We offer the following items for the County’s consideration of this rezoning: • VDOT has reviewed the Traffic Impact Analysis (TIA) submitted by the applicant and we are in general concurrence with the conclusions put forward by this analysis. The transportation mitigations identified in the TIA include three (3) new traffic signals located along Reliance Road: one at the intersection of Reliance Road and Route 11, one at the intersection of the SB I-81 Ramps and Reliance Road and one at the intersection of the NB I -81 ramps and Reliance Road. • Signal Justification Reports for all three signals have been provided by the applicant and approved by VDOT. The signal justification process requires analysis of any viable alternative intersections (e.g. roundabouts) and in this case traditional traffic signals were identified to be the appropriate solutions. • Please note that the traffic signal at the intersection of Reliance Road and Route 11 is located within the Town of Middletown and was previously proffered to be constructed by another development within the Town. VDOT has notified the Town that this signal is currently warranted and it’s our understanding that the design for this signal is currently underway. • In addition to the TIA and the SJR’s, the applicant has completed the required Operational and Safety Analysis Report (OSAR) for the proposed modifications to the I -81 interchange (i.e. the two traffic signals). This report was reviewed and approved by VDOT District staff, VDOT Central Office staff and the FHWA. Please note that the OSAR is valid for a period of three (3) years and an update to the report may be required if the interchange modifications are not completed within that time. • The current proffers dated August 7, 2024 provide for a total monetary contribution of $200,000 towards regional transportation improvements which could be used towards the construction of the identified mitigations (i.e. two traffic signals and associated improvements). VDOT currently estimates traffic signals to cost approximately $750,000-$1,000,000 each so another source of funding would be required to make up the difference (i.e. SMART SCALE or Revenue Sharing). 176 We appreciate the opportunity to review and comment on this rezoning request. If you have any questions or concerns, please feel free to contact us. Thank you, Joseph W. Johnson, PE Area Land Use Engineer / Edinburg Residency Virginia Department of Transportation 14031 Old Valley Pike / Edinburg, VA 22824 Phone #540.534.3223 josephw.johnson@vdot.virginia.gov 177 178 179 180 181 182 “To provide a safe, vibrant, sustainable community while striving to constantly improve the quality of life for our citizens and economic partners.” Rouss City Hall Telephone: (540) 667-1815 15 North Cameron Street FAX: (540) 662-3351 Winchester, VA 22601 TDD: (540) 722-0782 Website: www.winchesterva.gov May 10, 2021 Mr. Evan Wyatt Greenway Engineering 151 Windy Hill Lane Winchester, VA 22602 RE: Water Service for Hester Property – Tax Map Parcel 84-A-78 (Frederick County) Dear Evan: As per your request in your correspondence dated May 5, this letter is to confirm that the City of Winchester is willing to provide public water service for future development of the Hester family property (tax map parcel 84-A-78) located on the north side and adjacent to Lord Fairfax Community College. The projected water service demand you provided is 20,000 gallons per day. Providing water service to this property will be contingent upon the developer adhering to all applicable City regulations, including extending water mains as necessary and the payment of water service availability fees. If you have any further questions, please contact me at your convenience. Sincerely, Perry Eisenach, P.E. Public Services Director 183 184 Planning Office Wayne Lee, Coordinator of Planning and Development leew@fcpsk12.net 1415 Amherst Street www.frederick.k12.va.us 540-662-3889 ext. 88249 P.O. Box 3508 Winchester, Virginia 22604-2546 September 3, 2024 Chris Mohn Greenway Engineering 151 Windy Hill Lane Winchester, VA 22602 Re: Middletown, LLC – Wendell Hester Trust property rezoning application Dear Chris: Frederick County Public Schools has reviewed the Middletown, LLC – Hester Property rezoning application. We offer the following comments: 1. As part of our review of this application, we have discovered that, during construction of Middletown Elementary School, we began the process of dedicating Mustang Lane to VDOT, but never completed the process. We are interested in finishing that process, if possible. Mustang Lane currently exists in an easement on the Wendell Hester Trust property to the benefit of both FCPS and the owners of the Wendell Hester Trust property. Since the road is on Wendell Hester Trust property and to the benefit of that property as well as the school, we would like to gain the Trust’s approval to proceed with dedicating Mustang Lane. 2. We note the proffered 75’ to 150’ wide vegetated buffer along Mustang Lane and our common boundary with the proposed industrial site. 3. We note the proffer prohibiting industrial traffic on Mustang Lane. 4. We note the proffered ornamental landscaping on both sides of the entrance of Mustang Lane off of Valley Pike. Please be aware that the GDP does not show the ornamental landscaping on the north side of Mustang Lane. Please feel free to contact me at leew@fcpsk12.net or 540-662-3888 x88249 if you have any questions. Sincerely, K. Wayne Lee, Jr., ALEP Coordinator of Planning and Development cc: Dr. George Hummer, Superintendent of Schools Mr. Shane Goodwin, Assistant Superintendent for Administration Mr. Logan Sheppard, Director of Transportation Mr. Calvin Davis, Assistant Director of Transportation Mr. Tyler Klein, Senior Planner, Frederick County Planning 185 186 187 188 107 North Kent Street, Second Floor, Suite 200 • Winchester, Virginia 22601-5000 September 25, 2024 Mr. Chris Mohn, AICP Greenway Engineering, Inc. 151 Windy Hill Lane Winchester, Virginia 22602 RE: Rezoning Comments – Middletown, LLC Middletown, Virginia Dear Mr. Mohn: Upon review of the Rezoning request dated September 4, 2024, we recommend approval of the subject plan. A comprehensive review shall be performed if a site plan is submitted in the future. Sincerely, Joe C. Wilder Director of Public Works JCW/kco cc: Middletown Planning and Development file 189 190 191 192 193 194 195 196 197 198 HESTER TRUST PROPERTY FREDERICK COUNTY, VIRGINIA TRAFFIC IMPACT STUDY July 27, 2022 199 www.WellsAndAssociates.com @WellsAssoc @WellsandAssociates Wells + Associates HESTER TRUST PROPERTY Transportation Impact Analysis Frederick County, Virginia July 27, 2022 Prepared for: Middletown, LLC Prepared by: Wells + Associates Michael J. Workosky, PTP, TOPS, TSOS John F. Cavan, P.E., PTOE (703) 917-6620 200 Hester Trust Property Traffic Impact Study July 27, 2022 TABLE OF CONTENTS PAGE EXECUTIVE SUMMARY _________________________________________________________ 1 Section 1 PURPOSE AND STUDY OBJECTIVE ________________________________________________ 2 Traffic Impact Study Requirements .......................................................................................... 2 Section 2 BACKGROUND INFORMATION ___________________________________________________ 6 Site Location and Major Transportation Features .................................................................... 6 Scope of Study .......................................................................................................................... 6 Study Assumptions .................................................................................................................... 6 Study Methodology................................................................................................................... 7 Site Description ......................................................................................................................... 8 Existing Roadway Network ....................................................................................................... 8 Future Roadway Network ......................................................................................................... 9 Pedestrian Access ..................................................................................................................... 9 Public Transit Service ................................................................................................................ 9 Section 3 EXISTING CONDITIONS (2022) __________________________________________________ 14 Vehicular Traffic Counts .......................................................................................................... 14 Operational Analysis ............................................................................................................... 14 Section 4 FUTURE CONDITIONS WITHOUT DEVELOPMENT (2024) _____________________________ 20 Methodology ........................................................................................................................... 20 Regional Growth ..................................................................................................................... 20 Pipeline Development ............................................................................................................. 20 Other Development Traffic Forecasts ..................................................................................... 20 Future Traffic Forecasts Without Development (2024).......................................................... 21 Operational Analysis ............................................................................................................... 21 Section 5 TRIP GENERATION, DISTRIBUTION AND ASSIGNMENT ______________________________ 31 Site Trip Generation and Comparison .................................................................................... 31 Site Generated Distributions and Assignments ...................................................................... 31 201 Hester Trust Property Traffic Impact Study July 27, 2022 PAGE Section 6 ANALYSIS OF FUTURE CONDITIONS WITH DEVELOPMENT (2024) ______________________ 34 Future Traffic Forecasts with Development (2024) ................................................................ 34 Operational Analysis ............................................................................................................... 34 Access Management ............................................................................................................... 35 Right and Left Turn Lane Assessment…… ............................................................................... 35 Section 7 CONCLUSIONS ______________________________________________________________ 44 Conclusions ............................................................................................................................. 44 202 Hester Trust Property Traffic Impact Study July 27, 2022 LIST OF FIGURES FIGURE TITLE PAGE 1-1 Site Location .................................................................................................................. 4 1-2 Conceptual Site Plan ..................................................................................................... 5 2-1 Study Intersections ..................................................................................................... 10 2-2 Frederick County Zoning Map ..................................................................................... 11 2-3 Frederick County Comprehensive Plan Land Use Recommendations ........................ 12 2-4 Existing Lane Use and Traffic Controls ........................................................................ 13 3-1 Existing Peak Hour Traffic Volumes ............................................................................ 16 3-2 Existing Levels-of-Service ............................................................................................ 18 4-1 Regional Growth (2022-2025)..................................................................................... 23 4-2 Pipeline Development Locations ................................................................................ 24 4-3 Pipeline Development Traffic Assignments ................................................................ 26 4-4 2025 Future Traffic Forecasts Without Development ................................................ 27 4-5 2024 Future Conditions without Development Levels-of-Service .............................. 29 5-1 Site Generated Trips ................................................................................................... 33 6-1 2025 Future Traffic Forecasts With Development ..................................................... 37 6-2 2025 Future Conditions with Development Lane Use and Traffic Control................. 38 6-3 2025 Future Traffic Forecasts With Development (Single Site Access Point) ............ 39 6-4 2025 Future Conditions with Development Levels-of-Service ................................... 41 6-5 2025 Future Conditions with Development Levels-of-Service with Potential Improvements ............................................................................................................. 42 203 Hester Trust Property Traffic Impact Study July 27, 2022 LIST OF TABLES TABLE TITLE PAGE 3-1 Existing Intersection Levels of Service ........................................................................ 17 3-2 Existing Intersection Queuing Summary ..................................................................... 19 4-1 Pipeline Development Trip Generation Analysis ........................................................ 24 4-2 Background Future Conditions without Development Levels of Service ................... 31 4-3 Background Future Conditions without Development Queuing Summary ................ 33 5-1 Site Trip Generation Analysis ...................................................................................... 32 6-1 Total Future Conditions With Development Levels of Service ................................... 40 6-2 Total Future Conditions with Development Queuing Summary ................................ 43 LIST OF APPENDICES APPENDIX TITLE A Full Size Plan Sheets B Scoping Agreement C Levels of Service Descriptions D Existing Traffic Count Data E Existing Intersection Levels of Service and Queues (2022) F Individual Pipeline Peak Hour Forecasts G Future Conditions without Development Levels of Service and Queues (2025) H Future Conditions with Development Levels of Service and Queues (2025) I Turn Lane Warrant Analysis 204 Hester Trust Property Traffic Impact Study July 27, 2022 Hester Trust Property Rezoning EXECUTIVE SUMMARY Wells + Associates prepared a traffic impact study for the Hester Trust Property. The Applicant proposes to rezone the property to construct 848,000 square feet (S.F.) of light industrial uses along the east side of Valley Pike (U.S. Route 11) and west of Interstate 81. Vehicular access to the site is proposed via two full-movement driveways on Valley Pike (U.S. Route 11). No direct access to Mustang Lane is proposed for the industrial uses. Note that conditions assuming a single access drive has been evaluated as an alternative. The existing conditions analysis indicates that all study intersections currently operate at an acceptable level-of-service (LOS) “C” or better during the weekday AM and PM peak hours. With the addition of regional traffic growth and the construction of pipeline developments, the I-81 NB Ramp/Reliance Road and the Valley Pike (U.S. Route 11)/Reliance Road intersections would operate beyond capacity and require signalization to maintain acceptable levels-of-service. The Hester Trust Property is planned to be built in a single phase by 2025. It is proposed to include 848,000 square feet (S.F.) of light industrial uses that are estimated to generate 580 AM peak hour trips (510 in and 70 out), 188 PM peak hour trips (26 in and 162 out), and 3,239 average daily (24-hour) trips when fully occupied. Trucks would account for eight (8) AM peak hour, eight (8) PM peak hour, and 212 daily trips. With the addition of site-generated traffic, acceptable levels-of-service at the I-81 NB Ramp/Reliance Road and the Valley Pike (U.S. Route 11)/Reliance Road intersections would continue to be maintained assuming the installation of traffic signals. While the I-81 SB Ramp/Reliance Road intersection would approach capacity under Stop-control conditions, installing a traffic signal would improve overall levels-of-service. This signal would likely be installed in conjunction with the adjacent I-81 NB Ramp intersection. All proposed traffic signals would satisfy warrants for signalization and have been previously recommended in other area traffic studies. All other study intersections are anticipated to operate at acceptable level-of- service. Acceptable levels-of-service would be maintained at the site driveways whether one or two entrances are provided. The proposed access would meet VDOT spacing standards but would warrant exclusive right and left turn lanes, which would be satisfied by the existing two-way left- turn lane. 1 205 Hester Trust Property Traffic Impact Study July 27, 2022 SECTION 1 PURPOSE AND STUDY OBJECTIVE This report presents the findings of a traffic impact analysis for the Hester Trust Property. The Applicant, Middletown, LLC, proposes to rezone the property to construct approximately 848,000 S.F. of general light industrial uses in Frederick County, Virginia. The new development is proposed to be constructed along the east side of Valley Pike (U.S. Route 11) and north of Mustang Lane as shown on Figure 1-1. The subject site consists of approximately 101.25 total acres. A total of 77 acres is proposed to be developed with a total of 848,000 S.F. of general light industrial uses. A portion of the site (approximately 17.25 acres) will be reserved for future public use and regional stormwater management immediately to the west of Middletown Elementary School. Site access is proposed to be provided via two (2) full-movement driveways on Valley Pike (U.S. Route 11). Note that conditions assuming a single access drive has been evaluated as an alternative. No direct access to Mustang Lane is proposed for industrial uses. The concept plan is shown on Figure 1-2. A full-size copy of the general development plan is included in Appendix A. Traffic Impact Study Requirements Overview. In 2006, the Virginia General Assembly approved legislation (Senate Bill 699, Chapter 527 of the 2006 Acts of Assembly) to enhance the coordination of land use and transportation planning in the Commonwealth. Subsection 15.2-2222 of the Code of Virginia was added to expand VDOT’s role in the land planning and development review process. Chapter 155, 24 VAC 30-155 established the rules, procedures, and deadlines for VDOT review. Implementation of these regulations was phased statewide over 18 months (July 1, 2007 to January 1, 2009). Implementation in the Northern Virginia District of VDOT began on July 1, 2007. All development proposals which met certain specific trip generation thresholds were subject to the regulations as outlined in VDOT’s Traffic Impact Analysis Regulations Administrative Guidelines (“Administrative Guidelines”). An amendment to the Administrative Guidelines took effect in January 2012. Based on these updated Guidelines (now referred to as Chapter 870), a development proposal is considered to substantially impact the transportation network if it generates 5,000 or more net new daily vehicle trips. Based on a review of the Applicant’s rezoning application, a Chapter 870 compliant traffic impact study is not required. However, this does not absolve the Applicant from adhering to all local ordinances with regard to the submission of a traffic impact study. While this development is not anticipated to meet the trip generation thresholds to require a formal Chapter 870 traffic study, a traffic analysis was requested to address County and VDOT staff’s concerns regarding the impact of the proposed development on the adjacent roadway 2 206 Hester Trust Property Traffic Impact Study July 27, 2022 system. This report presents the results of that analysis based on the study parameters as agreed to during the scoping meeting with VDOT and Frederick County staff. A copy of the scoping document is included in Appendix B. Tasks. The following tasks were completed as part of this study: A scoping meeting held with Frederick County and VDOT staff regarding the parameters of the study and relevant background information. A signed scoping letter confirming the parameters and assumptions used in the analysis herein is included in Appendix B. Field reconnaissance in the vicinity of the site was performed to collect information related to existing traffic controls, roadway geometry, and traffic flow characteristics. Collection of existing traffic counts at the study intersections during the AM and PM peak periods to establish baseline 2022 conditions. Future conditions without the development were projected based on regional growth and traffic generated by approved but unbuilt (pipeline) development. New vehicle trips generated by the development were calculated based on the methodology outlined in the Institute of Transportation Engineers’ (ITE) Trip Generation, 11th Edition. Future conditions with the development were forecasted based on regional growth, pipeline development, and the proposed development plan. Intersection capacity analyses were prepared for the existing conditions (2022), future conditions without development (2025), and future conditions with development (2025) during the weekday AM and PM peak hours at the intersections located within the study area. Roadway improvements needed to mitigate the site generated trips were identified. An alternative analysis assuming a single access driveway was prepared. Sources for this study include Frederick County, VDOT, Greenway Engineering, the Institute of Transportation Engineers (ITE), Middletown, LLC, and the files of Wells + Associates. 3 207 SITEVA L L E Y P I K E M A I N S T R E E T MUSTANGLANEINTERSTATE8111INTERSTATE81INTERSTATE6611INTERSTATE81RELIANCE ROADNORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\22.0609 GRAPHICS.DWGFigure 1-1Site LocationHester Trust PropertyFrederick County, Virginia4208 NORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\22.0609 GRAPHICS.DWGFigure 1-2Conceptual Site PlanHester Trust PropertyFrederick County, VirginiaPLAN PROVIDED BY: GREENWAY ENGINEERING 5209 Hester Trust Property Traffic Impact Study July 27, 2022 SECTION 2 BACKGROUND INFORMATION Site Location & Major Transportation Features The proposed development is planned to consist of approximately 848,000 S.F. of general light industrial uses constructed on what is currently a vacant site located on the east side of Valley Pike (U.S. Route 11) north of Mustang Lane. Site access is proposed to be provided via two (2) full-movement driveways on Valley Pike. No direct access for industrial uses is proposed to Mustang Lane that currently serves the Middletown Elementary School. No interparcel connections are proposed to adjacent properties. Note that an alternative analysis assuming a single site driveway has also been prepared. Scope of Study The study area, as agreed to during scoping, consists of the following intersections: 1.I-81 Northbound Ramps/Reliance Road. 2.I-81 Southbound Ramps/Reliance Road. 3.Valley Pike (U.S. Route 11)/Reliance Road. 4.Valley Pike (U.S. Route 11)/Mustang Lane. 5.Valley Pike (U.S. Route 11)/Site Driveways The intersections included in this study were determined based on the scoping meeting held with Frederick County and VDOT staff and are shown on Figure 2-1. A copy of the agreed-upon document is included in Appendix B. Study Assumptions For purposes of this analysis, the development is assumed to be constructed in a single phase by 2025. The Frederick County Comprehensive Plan establishes a goal of to “improve upon existing transportation safety and service levels in the county”. While a formal level-of-service goal is not stated, for new developments, trip generation and new movements should “not degrade the transportation system, increase delays, or reduce service levels”. While the Town of Middletown Comprehensive Plan does not establish level-of-service thresholds, the Plan does identify traffic congestion at the Main Street and Reliance Road intersection due to Lord Fairfax Community College’s (LFCC) growth and expansion. The extension of Carolyn Avenue was identified as a potential mitigation measure as a parallel route to Valley Pike. A description of the levels of service for both signalized and unsignalized 6 210 Hester Trust Property Traffic Impact Study July 27, 2022 intersections is included in Appendix C. This report presents the findings of analyses performed for the following conditions: Existing Conditions (2022): Considers existing traffic volumes and existing roadway configurations. Future Conditions Without Development (2025): Considers future traffic conditions for the year 2025 with the background growth by applying a 1.0 percent growth rate to all movements at the on Valley Pike (U.S. Route 11), Reliance Road, and the I-81 ramps. In addition to growth, three (3) projects were included as pipeline developments in this scenario and their subsequent traffic was added to the roadway network. Total Future Conditions with Development (2025): Considers background traffic conditions for the year 2025 (buildout year) and adding the trips associated with the proposed development plan. The results of the analysis and the traffic impacts associated with the proposed development plan are presented in the Conclusion section of the report. Study Methodology Synchro software (version 11) was used to evaluate levels of service at the study intersections during the AM and PM peak hours. Synchro is a macroscopic model used for optimizing traffic signal timing and performing capacity analyses. The software can model existing traffic signal timings or optimize splits, offsets, and cycle lengths for individual intersections, an arterial, or a complete network. Synchro allows the user to evaluate the effects of changing intersection geometrics, traffic demands, traffic control, and/or traffic signal settings as well as optimize traffic signal timings. The levels of service reported for the signalized and unsignalized intersections analyzed herein were taken from the Highway Capacity Manual 6th Edition (HCM) reports generated by Synchro. Level of service descriptions are shown in Appendix C. Heavy vehicle factors (%HV) were derived based on traffic count data published by the Virginia Department of Transportation and were applied to each turning movement within the study area. Peak hour factors (PHF’s) were calculated by approach using the existing count data and adjusted to a minimum 0.85≤PHF≤0.92 under existing conditions were applied to each of the study intersections. A five (5.0) percent heavy vehicle factor was applied to Valley Pike (U.S. Route 11) and a three (3.0) heavy vehicle factor was applied to Reliance Road for this study. 7 211 Hester Trust Property Traffic Impact Study July 27, 2022 Site Description Overview. The development area is approximately 101.25 acres and is identified as Tax Map #84-A-78 in Frederick County, Virginia. As shown on Figure 1-1, the site for the proposed uses are generally located east of Valley Pike (U.S. Route 11) and north of Mustang Lane. The property is north of the Town of Middletown, and west of I-81. Existing Zoning. The subject site is currently vacant and zoned RA (Rural Areas District) and would allow for low density uses including residential units. Since the site area would yield fewer than 20 units, it was assumed to be vacant under future conditions without development. The Applicant seeks approval to rezone the property to M-1 (Light Industrial District) to allow development of a total of 848,000 S.F. of space. The existing zoning map is shown on Figure 2-2. Nearby Zoning Uses. The properties surrounding and adjacent to the subject site (see Figure 2- 2) are zoned RA (Rural Areas District). Middletown Elementary School is located immediately south of the site. Comprehensive Plan Recommendations. The site is located within the Middletown/Lord Fairfax Sewer and Water Service Area (SWSA) that recommended public water and sewer be provided north of the Town of Middletown and designated the site for “Mixed Use Industrial/Office” as shown on Figure 2-3. Terrain. The terrain proximate to and surrounding the site is generally classified as “level”. Existing Roadway Network A description of the major roadways within the immediate vicinity of the site is presented below. The existing lane configuration and traffic controls in the study area are shown on Figure 2-4. Interstate 81 is a four-lane divided Interstate highway with a posted speed limit of 70 mph in the vicinity of the Reliance Road interchange. A full-movement interchange is provided at Reliance Road via a diamond configuration with both ramp terminals operating under stop sign control. Valley Pike (U.S. Route 11) is a two-lane roadway that runs parallel to Interstate 81 along its west side and provides access to the Town of Middletown and the site area to the north. It is classified as a Major Collector and has a posted speed limit of 45 miles per hour (mph) in the vicinity of the site. “School” pavement markings with an advisory sign are located on Valley Pike approximately 675 feet south and 1,000 feet north of the Mustang Drive intersection. Separate turn lanes are provided at the Reliance Road intersection that currently operates under stop 8 212 Hester Trust Property Traffic Impact Study July 27, 2022 control. Reliance Road (Route 627) is classified as a Major Collector that provides east-west access to the area with connections to Interstate 81 via a grade-separated interchange. It generally provides a single travel lane in each direction with stop controlled intersections at the interchange ramps and Valley Pike (U.S. Route 11). Mustang Lane is a private local street that serves Middletown Elementary School. It is a two- lane undivided road with a posted speed limit of 25 mph. Future Roadway Network The Town of Middletown Comprehensive Plan indicated that the extension of Carolyn Avenue was identified as a potential mitigation measure as a parallel route to Valley Pike in the vicinity of the site. Since this project is not funded, this extension has not been assumed for purposes of this traffic study. Pedestrian Access Pedestrian accommodations are not provided within the vicinity of the site. Public Transit Service Public transit service is not currently provided in the area. 9 213 SITEVA L L E Y P I K E M A I N S T R E E T MUSTANGLANEINTERSTATE8111INTERSTATE81INTERSTATE6612345611INTERSTATE81RELIANCE ROADNORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\22.0609 GRAPHICS.DWGFigure 2-1Study IntersectionsHester Trust PropertyFrederick County, VirginiaXStudy Intersection10214 SITENORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\22.0609 GRAPHICS.DWGFigure 2-2Frederick County Zoning MapHester Trust PropertyFrederick County, Virginia11215 SITE NORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\22.0609 GRAPHICS.DWGFigure 2-3 Frederick County Comprehensive Plan Land Use Recommendations Hester Trust Property Frederick County, Virginia 12 216 SITEV A L L E Y P I K E M A I N S T R E E T MUSTANGLANE11123456INTERSTATE81RELIANCE ROADNORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\22.0609 GRAPHICS.DWGFigure 2-4Existing Lane Use an Traffic ControlHester Trust PropertyFrederick County, VirginiaSTOPStop SignSignalized IntersectionRepresents One Travel Lane1RELIANCEROADI-81 NBOFF-RAMPI-81 NBRELIANCEROADON-RAMP2I-81 SBON-RAMPI-81 SBOFF-RAMP3PRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 114LANEMUSTANG5DRIVEWAYSOUTH SITERELIANCEROADRELIANCEROADROADRELIANCEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 116DRIVEWAYNORTH SITEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11FUTUREINTERSECTIONFUTUREINTERSECTIONSTOPSTOPSTOPSTOP STOP 13217 Hester Trust Property Traffic Impact Study July 27, 2022 SECTION 3 EXISTING CONDITIONS (2022) Vehicular Traffic Counts Turning movement counts were collected on Tuesday, May 3, 2022, and used to establish existing 2022 baseline conditions. The counts were collected at the following intersections: 1. I-81 Northbound Ramps/Reliance Road. 2. I-81 Southbound Ramps/Reliance Road. 3. Valley Pike (U.S. Route 11)/Reliance Road. 4. Valley Pike (U.S. Route 11)/Mustang Lane. (Note: Intersection numbers provided to correspond with figures and tables.) The existing peak hour traffic volumes for the intersections contained within the study area are summarized on Figure 3-1 and shown in Appendix D. Peak hour link volumes on Valley Pike (U.S. Route 11) north of Mustang Lane were compared to year 2017 VDOT data and summarized below: Peak Hour Link Traffic Volumes - Valley Pike (U.S. Route 11) North of Mustang Lane AM Peak Hour (8:15 to 9:15) PM Peak Hour (4:00 to 5:00) 2022 Count Data 402 526 2017 VDOT Data 380 473 Percent Difference 5.8% 11.2% As shown above, the recently conducted counts appear to be slightly higher than published VDOT count data. Therefore, no further adjustments were made to baseline traffic volumes to account for the effects of the COVID-19 pandemic. Operational Analysis Intersection capacity analyses were performed for the existing conditions at the study intersections during the weekday AM and PM peak hours. Synchro, version 11 was used to analyze the study intersections with results based on the Highway Capacity Manual (6th Edition) methodology. Existing peak hour factors (by approach) acquired from the traffic counts (in the range of 0.85 to 0.92) were used in the analysis. Per the agreed scoping agreement, a five (5.0) percent heavy vehicle factor was applied to Valley Pike (U.S. Route 11) and a three (3.0) heavy vehicle factor was applied to Reliance Road for this study. The results of the intersection capacity analyses are expressed in level of service (LOS) and delay 14 218 Hester Trust Property Traffic Impact Study July 27, 2022 (seconds per vehicle) per lane group and are presented in Table 3-1 and illustrated in Figure 3- 2. The queuing analysis results are summarized in Table 3-2. The detailed analysis worksheets for existing conditions are provided in Appendix E. The results indicate that all of the turning movements at the study intersections that are stop controlled currently operate at acceptable Level-of-Service (LOS) “C” and with delays of 25 seconds per vehicle or less. Queuing at Stop-controlled approaches is approximately three (3) vehicle lengths or less. 15 219 SITEV A L L E Y P I K E M A I N S T R E E T MUSTANGLANE11123456INTERSTATE81RELIANCE ROADNORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\22.0609 GRAPHICS.DWGFigure 3-1Existing Peak Hour Traffic VolumesHester Trust PropertyFrederick County, VirginiaAM PEAK HOURPM PEAK HOUR000 / 0001RELIANCEROADI-81 NBOFF-RAMPI-81 NBRELIANCEROADON-RAMP2I-81 SBON-RAMPI-81 SBOFF-RAMP3PRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 114LANEMUSTANG5DRIVEWAYSOUTH SITERELIANCEROADRELIANCEROADROADRELIANCEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 116DRIVEWAYNORTH SITEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11173/1952/023/50200/21218/19122/105242/24474/5988/12716/251/5132/10469/151196/143140/27569/2041/4150/3665/18133/190FUTUREINTERSECTIONFUTUREINTERSECTION0/075/215112/138190/1320/193/144108/132134/1130/00/10/00/116220 Hester Trust Property Traffic Impact Study July 27, 2022 Table 3‐1 Hester Trust Property Existing Conditions Levels of Service Summary1 LOS Delay (s) LOS Delay (s) 1.I‐81 NB Ramp/Reliance Road ‐ Unsignalized NBLTR C 23.8 C 16.5 EBL A 8.1 A 7.9 2.I‐81 SB Ramp/Reliance Road ‐ Unsignalized WBL A 8.2 A 8.1 SBLTR B 11.6 B 12.9 3.Reliance Road/U.S. Route 11 ‐ Unsignalized NBL A 0.0 A 0.0 EBLTR A 0.0 B 14.5 WBL C 16.2 C 24.8 WBR B 10.8 B 10.0 SBL A 8.1 A 8.1 4.U.S. Route 11/Mustang Road ‐ Unsignalized WBLR B 11.7 B 11.7 SBL A 7.9 A 7.7 1.Capacity analysis based on Highway Capacity Manual 6th methodology, using Notes: AM Peak Hour PM Peak HourApproach/ Lane Group Existing Conditions 17 221 SITEV A L L E Y P I K E M A I N S T R E E T MUSTANGLANE11123456INTERSTATE81RELIANCE ROADNORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\22.0609 GRAPHICS.DWGFigure 3-2Existing Levels-of-ServiceHester Trust PropertyFrederick County, Virginia1RELIANCEROADI-81 NBOFF-RAMPI-81 NBRELIANCEROADON-RAMP2I-81 SBON-RAMPI-81 SBOFF-RAMP3PRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 114LANEMUSTANG5DRIVEWAYSOUTH SITERELIANCEROADRELIANCEROADROADRELIANCEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 116DRIVEWAYNORTH SITEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11FUTUREINTERSECTIONFUTUREINTERSECTIONSTOPSTOPSTOPSTOP STOP A/BA/BOverall Levels of ServiceLevels of ServiceA/AC/CA/AB/BA/BB/BA/AA/AC/CB/BA/A18222 Hester Trust Property Traffic Impact Study July 27, 2022 Table 3‐2 Hester Trust Property Existing Conditions Queuing Summary 50th %tile 95th %tile 50th %tile 95th %tile 1.I‐81 NB Ramp/Reliance Road ‐ Unsignalized NBLTR ‐‐63 ‐33 EBL ‐‐15 ‐10 2.I‐81 SB Ramp/Reliance Road ‐ Unsignalized WBL ‐‐3 ‐3 SBLTR ‐‐30 ‐40 3.Reliance Road/U.S. Route 11 ‐ Unsignalized NBLTR ‐‐0 ‐0 EBLTR ‐‐0 ‐0 WBL ‐‐23 ‐58 WBR 240 ‐25 ‐15 SBL 285 ‐8 ‐10 4.U.S. Route 11/Mustang Road ‐ Unsignalized WBLR ‐‐18 ‐13 SBL 300 ‐5 ‐3 Notes: 1.Capacity analysis based on Highway Capacity Manual 6th Edition methodology, using Sy 2."~" ‐ 50th percentile volume exceeds capacity, queue may be longer. 3."#" ‐ 95th percentile volume exceeds capacity, queue may be longer. 4."m" ‐ Volume for 95th percentile queue is metered by upstream signal. Approach/ Lane Group Storage Length (ft) Existing Conditions AM Peak Hour PM Peak Hour 19 223 Hester Trust Property Traffic Impact Study July 27, 2022 SECTION 4 FUTURE CONDITIONS WITHOUT DEVELOPMENT (2025) Methodology Future traffic forecasts for 2025 without the development of the Hester Trust Property were developed based on a composite of existing baseline traffic volumes, regional growth, and increases in traffic associated with other identified approved but not yet constructed (pipeline) developments. This methodology was discussed with VDOT and County staff as reflected in the signed scoping agreement included in Appendix B. Regional Growth Traffic volumes were projected for the year 2025 without the proposed development. The base traffic volumes used in this scenario were the existing (2022) condition volumes. A 1.0 percent annual growth rate was applied to movements along Valley Pike (U.S. Route 11), Reliance Road, and the I-81 Ramps. The resultant volumes are shown on Figure 4-1. Pipeline Development In addition to regional growth, the following three (3) other pipeline developments were assumed for future background 2025 conditions: Village at Middletown. An additional 86 single family dwelling units, 22 multifamily dwelling units and 58,600 S.F. of retail uses are approved north of Reliance Road and east of Valley Pike (U.S. Route 11) Seasons of Middletown. A total of 92 single family dwelling units are proposed on the east side of Valley Pike (U.S. Route 11) south of Reliance Road By-Right Gas Station. A by-right gas station with convenience store is proposed on the northeast quadrant of the I-81 NB Ramps/Reliance Road intersection. For purposes of this analysis, eight fueling positions were assumed, consistent with nearby gas stations. The location of these pipeline developments is shown on Figure 4-2. Other Development Traffic Forecasts The new vehicle trips expected to be generated by the pipeline developments were based on rates/equations from the Institute of Transportation Engineers Trip Generation, 11th Edition. 20 224 Hester Trust Property Traffic Impact Study July 27, 2022 As shown on Table 4-1, these unbuilt developments would generate 330 new AM peak hour trips, 574 new PM peak hour trips, and 6,782 daily (24-hour) trips assuming full occupancy. Figure 4- 3 for the total pipeline trips to be added to the roadway network. Individual pipeline assignments are shown in Appendix F. Future Traffic Forecasts Without Development (2025) Traffic forecasts without the proposed Hester Trust Property development were developed for the horizon year of 2025. These forecasts were based on the existing baseline traffic counts shown on Figure 3-1, regional growth estimates shown on Figure 4-1, and pipeline trip assignments shown on Figure 4-3. The resulting traffic forecasts are provided on Figure 4-4 for 2025 future conditions with development. Operational Analysis Synchro, version 11 was used to analyze the study intersections based on the Highway Capacity Manual (6th Edition) methodology. A future peak hour of 0.92 was used in the analyses for all lane movements. The same heavy vehicle percentages from existing conditions were used for future without development conditions. The background capacity and queuing analyses are expressed in level of service (LOS) and delay (seconds per vehicle) per lane group and are presented in Tables 4-2 and 4-3. The capacity analysis worksheets for future without development conditions are provided in Appendix G. Levels of service for future conditions without development are shown on Figure 4- 5. The results of the capacity analysis for future conditions without the development are similar to those of the existing conditions described earlier, but with increases in overall delay as described below: 1. The northbound approach of the I-81 NB Ramp/Reliance Road intersection would operate near or beyond capacity (LOS “E” and “F”) during the AM and PM peak hours respectively. The installation of a traffic signal at this location would be required to improve the overall level-of-service to LOS “B”. It is noted that signalization of this intersection was previously recommended in “A Traffic Impacted Analysis of the Village at Middletown”. 2. The westbound approach of the Valley Pike (U.S. Route 11)/Reliance Road intersection would operate beyond capacity (LOS “F”) during the PM peak hours respectively. The installation of a traffic signal at this location would be required to improve overall level- of-service to LOS “C” or better. It is noted that signalization of this intersection was previously recommended in “A Traffic Impacted Analysis of the Village at Middletown”. 21 225 Hester Trust Property Traffic Impact Study July 27, 2022 3. All other study intersections would operate at acceptable level-of-service “C” or better. 4. Projected queues would be generally accommodated by the available storage lanes. 22 226 SITEV A L L E Y P I K E M A I N S T R E E T MUSTANGLANE11123456INTERSTATE81RELIANCE ROADNORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\22.0609 GRAPHICS.DWGFigure 4-1Regional Growth (2022-2025)Hester Trust PropertyFrederick County, VirginiaAM PEAK HOURPM PEAK HOUR000 / 0001RELIANCEROADI-81 NBOFF-RAMPI-81 NBRELIANCEROADON-RAMP2I-81 SBON-RAMPI-81 SBOFF-RAMP3PRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 114LANEMUSTANG5DRIVEWAYSOUTH SITERELIANCEROADRELIANCEROADROADRELIANCEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 116DRIVEWAYNORTH SITEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 115/60/01/26/61/14/37/72/23/40/10/04/32/56/44/80/00/00/00/04/6FUTUREINTERSECTIONFUTUREINTERSECTION0/02/73/46/40/03/43/44/30/00/00/00/023227 SITEVA L L E Y P I K E M A I N S T R E E T MUSTANGLANEINTERSTATE8111INTERSTATE81INTERSTATE6611INTERSTATE81RELIANCE ROADNORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\22.0609 GRAPHICS.DWGFigure 4-2Location of Pipeline DevelopmentsHester Trust PropertyFrederick County, VirginiaVillage atMiddletownSeasons ofMiddletownBy-RightGas Station24228 Hester Trust Property Traffic Impact Study July 27, 2022 Table4‐1Hester Trust PropertyPipeline Development TripGeneration Analysis1,2ITEAverageLand Use Code Size Units In Out Total In Out Total Daily TripsVillage at MiddletownSingle‐Family Residential 210 86 DU 17 48 65 54 32 86 878 Multi‐Family Residential 220 22 DU2 7 9 8 4 12 148 Stand‐Alone Commercial 820 58,600 SF63 38 101 149 155 304 3,957 Total 82 93 175 211 191 402 4,983 Single Family HousingSingle Family Housing 210 92 DU18 51 69 58 34 92 935 Gas Station/Convenience StoreGas Station/Convenience Store 945 8 Stations 108 108 216 91 91 182 2,057 Pass‐By Trips (60% AM, 56% PM)65 65 130 51 51 102 1,193 New Gas Station Trips43 43 86 40 40 80 864 Total Pipeline Trips143 187 330 309 265 574 6,782 Notes:1. Trip Generation obtained from ITE's Trip Generation Manual, 11th Edition.2. Assumes 8 fueling positions and ~5,000 S.F. convenience storeAM Peak HourPM Peak Hour25229 SITEV A L L E Y P I K E M A I N S T R E E T MUSTANGLANE11123456INTERSTATE81RELIANCE ROADNORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\22.0609 GRAPHICS.DWGFigure 4-3Pipleline Trip AssignmentsHester Trust PropertyFrederick County, VirginiaAM PEAK HOURPM PEAK HOUR000 / 0001RELIANCEROADI-81 NBOFF-RAMPI-81 NBRELIANCEROADON-RAMP2I-81 SBON-RAMPI-81 SBOFF-RAMP3PRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 114LANEMUSTANG5DRIVEWAYSOUTH SITERELIANCEROADRELIANCEROADROADRELIANCEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 116DRIVEWAYNORTH SITEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 1145/1210/05/1055/11013/1351/7972/11733/2243/3426/180/020/8650/3843/8917/450/00/00/00/027/38FUTUREINTERSECTIONFUTUREINTERSECTION0/04/114/912/180/033/6649/479/70/00/00/00/026230 SITEV A L L E Y P I K E M A I N S T R E E T MUSTANGLANE11123456INTERSTATE81RELIANCE ROADNORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\22.0609 GRAPHICS.DWGFigure 4-42025 Future Traffic Forecasts Without DelopmentHester Trust PropertyFrederick County, VirginiaAM PEAK HOURPM PEAK HOUR000 / 0001RELIANCEROADI-81 NBOFF-RAMPI-81 NBRELIANCEROADON-RAMP2I-81 SBON-RAMPI-81 SBOFF-RAMP3PRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 114LANEMUSTANG5DRIVEWAYSOUTH SITERELIANCEROADRELIANCEROADROADRELIANCEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 116DRIVEWAYNORTH SITEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11223/3222/029/62261/32832/30177/187231/368109/83134/16542/441/5156/193121/194245/236161/32868/2061/4150/3665/18164/234FUTUREINTERSECTIONFUTUREINTERSECTION0/081/233119/151208/1540/1129/214160/183147/1230/00/10/00/127231 Hester Trust Property Traffic Impact Study July 27, 2022 Table 4‐2 Hester Trust Property Background Future without Development Conditions Levels of Service Summary1 LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) 1.I‐81 NB Ramp/Reliance Road ‐ Unsignalized NBLTR C 23.8 C 16.5 E 43.8 F 69.2 EBL A 8.1 A 7.9 A 8.5 A 8.4 Potential Improvement: Signalization EBLT A1.6A1.6 WBTR A4.9A5.3 NBLTR D 35.7 D 42.4 Overall B 11.0 B 13.3 2.I‐81 SB Ramp/Reliance Road ‐ Unsignalized WBL A 8.2 A 8.1 A 8.6 A 8.8 SBLTR B 11.6 B 12.9 B 14.3 C 24.2 Potential Improvement: Signalization EBTR A 8.7 B 13.2 WBLT A0.6A0.9 SBLTR D 36.4 D 44.6 Overall B 13.2 B 19.1 3.Reliance Road/U.S. Route 11 ‐ Unsignalized NBL A 0.0 A 0.0 A 0.0 A 0.0 EBLTR A 0.0 B 14.5 A 0.0 C 16.3 WBL C 16.2 C 24.8 C 19.7 F 51.8 WBR B 10.8 B 10.0 B 11.4 B 10.5 SBL A 8.1 A 8.1 A 4.9 A 8.4 Potential Improvement: Signalization EBLTR A 0.0 B 13.4 WBLT B 15.2 B 16.7 WBR B 13.0 B 11.3 NBLTR B 15.5 B 176.0 SBL A 9.1 B 10.8 SBTR A5.2A7.0 Overall B 12.9 B 13.2 4.U.S. Route 11/Mustang Road ‐ Unsignalized WBLR B 11.7 B 11.7 B 11.8 B 12.7 SBL A 7.9 A 7.7 A 7.9 A 7.9 1. Capacity analysis based on Highway Capacity Manual 6th methodology, using Synchro 11 unless otherwise noted. Notes: AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour 2025 Future Conditions without DevelopmentApproach/ Lane Group Existing Conditions 28 232 SITEV A L L E Y P I K E M A I N S T R E E T MUSTANGLANE11123456INTERSTATE81RELIANCE ROADNORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\22.0609 GRAPHICS.DWGFigure 4-52025 Future Conditions without Development Levels-of-ServiceHester Trust PropertyFrederick County, Virginia1RELIANCEROADI-81 NBOFF-RAMPI-81 NBRELIANCEROADON-RAMP2I-81 SBON-RAMPI-81 SBOFF-RAMP3PRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 114LANEMUSTANG5DRIVEWAYSOUTH SITERELIANCEROADRELIANCEROADROADRELIANCEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 116DRIVEWAYNORTH SITEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11FUTUREINTERSECTIONFUTUREINTERSECTIONSTOPSTOPSTOPSTOP STOP A/BA/BOverall Levels of ServiceLevels of ServiceA/AE/FA/AB/CA/CB/BA/AA/AC/FB/BA/A29233 Hester Trust Property Traffic Impact Study July 27, 2022 Table 4‐3 Hester Trust Property Background Future without Development Conditions Queuing Summary 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 1.I‐81 NB Ramp/Reliance Road ‐ Unsignalized NBLTR ‐‐63 ‐33 ‐133 ‐200 EBL ‐‐15 ‐10 ‐20 ‐18 Potential Improvement: Signalization EBLT ‐35 58 43 67 WBTR ‐28 69 32 63 NBLTR ‐86 141 102 174 2.I‐81 SB Ramp/Reliance Road ‐ Unsignalized WBL ‐‐3 ‐3 ‐3 ‐3 SBLTR ‐‐30 ‐40 ‐53 ‐138 Potential Improvement: Signalization EBTR ‐ ‐‐‐‐61 162 79 225 WBLT ‐ ‐‐‐‐13 148 95 224 SBLTR ‐ ‐‐‐‐15 76 28 99 3.Reliance Road/U.S. Route 11 ‐ Unsignalized NBLTR ‐‐0 ‐0 ‐0 ‐0 EBLTR ‐‐0 ‐0 ‐0 ‐0 WBL ‐‐23 ‐58 ‐40 ‐153 WBR 240 ‐25 ‐15 ‐30 ‐18 SBL 285 ‐8 ‐10 ‐10 ‐10 Potential Improvement: Signalization EBLTR ‐‐‐‐‐0000 WBLT ‐‐‐‐‐36 97 64 155 WBR 240 ‐‐‐‐031024 NBLTR ‐ ‐‐‐‐68 163 66 174 SBL 285 ‐‐‐‐16 44 25 68 SBTR ‐ ‐‐‐‐11 32 40 11 4.U.S. Route 11/Mustang Road ‐ Unsignalized WBLR ‐‐18 ‐13 ‐18 ‐13 SBL 300 ‐5 ‐3 ‐5 ‐3 Notes: 1.Capacity analysis based on Highway Capacity Manual 6th Edition methodology, using Synchro 11. 2. "~" ‐ 50th percentile volume exceeds capacity, queue may be longer. 3. "#" ‐ 95th percentile volume exceeds capacity, queue may be longer. 4. "m" ‐ Volume for 95th percentile queue is metered by upstream signal. Approach/ Lane Group Storage Length (ft) Existing Conditions 2025 Future Conditions without Development AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour 30 234 Hester Trust Property Traffic Impact Study July 27, 2022 SECTION 5 TRIP GENERATION, DISTRIBUTION AND ASSIGNMENT Site Trip Generation and Comparison The number of AM and PM peak hour trips expected to be generated by the proposed and by- right development programs were estimated based on the ITE Trip Generation Manual, 11th Edition trip rates and equations. ITE Land Use Codes 110 (General Light Industrial) was used to prepare the analysis. As shown in Table 5-1, the proposed development program (848,000 S.F.) is estimated to generate 580 AM peak hour trips (510 in and 70 out), 188 PM peak hour trips (26 in and 162 out), and 3,239 average daily (24-hour) trips. Trucks would account for eight (8) AM peak hour, eight (8) PM peak hour, and 212 daily trips. Site Generated Traffic Distributions and Assignments Trip distributions for the proposed development are based on recent traffic counts, the surrounding road network, local knowledge and engineering judgement. The following trip distributions were assumed for the proposed development’s site trips. Passenger Vehicles Trucks To/From the North on I-81: 25% 40% To/From the South on I-81: 40% 60% To/From the North on Valley Pike (U.S. Route 11): 15% 0% To/From the South on Valley Pike (U.S. Route 11): 15% 0% To/From the East on Reliance Road: 5% 0% Total: 100% 100% The peak hour vehicle trips shown in Table 5-1 were assigned to the public roadway network according to the directional distribution described above. The site generated trips are shown on Figure 5-1. 31 235 Hester Trust Property Traffic Impact Study July 27, 2022 Table 5‐1Hester TrustPropertySite Trip Generation Analysis1ITE WeekdayAverage Land UseCode Size Units In Out Total In Out Total Daily TripsProposed DevelopmentGeneral Light Industrial 110 848,000 S.F. 510 70 580 26 162 188 3,239 Truck Trip Generation538448212Passenger Vehicle Trip Generation 505 67572 22 158 180 3,027 Notes:1.Trip Generation obtained from ITE's Trip Generation Manual, 11th Edition.AM Peak HourPM Peak Hour32236 SITEV A L L E Y P I K E M A I N S T R E E T MUSTANGLANE11123456INTERSTATE81RELIANCE ROADNORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\22.0609 GRAPHICS.DWGFigure 5-1Site Generated TripsHester Trust PropertyFrederick County, VirginiaAM PEAK HOURPM PEAK HOUR000 / 0001RELIANCEROADI-81 NBOFF-RAMPI-81 NBRELIANCEROADON-RAMP2I-81 SBON-RAMPI-81 SBOFF-RAMP3PRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 114LANEMUSTANG5DRIVEWAYSOUTH SITERELIANCEROADRELIANCEROADROADRELIANCEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 116DRIVEWAYNORTH SITEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11128/80/00/0230/120/029/6521/490/025/10/00/0205/113/818/4160/1380/00/00/00/0434/230/010/2450/115359/190/00/00/076/30/00/00/00/024/5725/13/836/81256/13179/1025/151/27/1624/57179/103/815 % / 0 % 25 % / 4 0 % 4 0 % / 6 0 %5%/0%1 5 % / 0 %Passenger VehicleHeavy TruckDirectional Trip DistributionX% / X%33237 Hester Trust Property Traffic Impact Study July 27, 2022 SECTION 6 ANALYSIS OF FUTURE CONDITIONS WITH DEVELOPMENT (2025) Future Traffic Forecasts with Development (2025) Traffic forecasts with the proposed Hester Trust Property were developed for the horizon year of 2025 as shown on Figure 6-1. These forecasts were based on the background 2025 traffic forecasts as shown on Figure 4-4 and the site generated trips generated by the proposed development and are shown on Figure 5-1. The future conditions without development lane use and traffic control is shown on Figure 6-2. As an alternative, future traffic forecasts assuming only one site entrance are shown on Figure 6-3. Operational Analysis Synchro, version 11 was used to analyze the study intersections based on the Highway Capacity Manual (6th Edition) methodology, consistent with the analyses for future without development conditions. The capacity and queuing analyses are expressed in level of service (LOS) and delay (seconds per vehicle) per lane group and are presented in Tables 6-1 and 6-2. The capacity analysis worksheets for future with development conditions are provided in Appendix H. The results of the capacity analysis for future conditions with the development are summarized below: 1. The northbound approach of the I-81 NB Ramp/Reliance Road intersection would operate beyond capacity (LOS “F”) during the AM and PM peak hours. Consistent with background conditions, the installation of a traffic signal at this location would be required to improve overall level-of-service to LOS “C” or better. 2. The southbound approach of the I-81 SB Ramp/Reliance Road intersection would approach capacity (LOS “E”) during the AM. The installation of a traffic signal at this location would be required to improve overall level-of-service to LOS “B”. The installation of the signal at this intersection would likely occur at the same time as the adjacent I-81 NB Ramp intersection and was previously recommended in “A Traffic Impacted Analysis of the Village at Middletown”. 3. The westbound approach of the Valley Pike (U.S. Route 11)/Reliance Road intersection would operate beyond capacity (LOS “F”) during the PM peak hours respectively. Consistent with background conditions, the installation of a traffic signal at this location would be required to improve overall level-of-service to LOS “C”. 34 238 Hester Trust Property Traffic Impact Study July 27, 2022 4. All of the turning movements at the stop controlled Valley Pike (U.S. Route 11)/Mustang Road intersection would continue to operate at acceptable level-of-service “C” or better without further improvements. 5. The site driveways on Valley Pike (U.S. Route 11) are expected to operate at acceptable levels of service under stop sign control with all movements at LOS “C” or better. As identified in the following section, right and left turn lanes are required at both locations. Single lanes for inbound and outbound traffic would adequately serve site generated vehicle trips. 6. Under the alternative access that provides a single driveway serving the site, all of the turning movements would operate at acceptable level of service “C” or better during both the AM and PM peak hours under stop sign control. 7. Projected queues would be generally accommodated by the available storage lanes. Levels of service for future conditions with development are shown on Figures 6-4 and 6-5. Access Management As described previously, vehicular access to the site is proposed via two full-movement driveways on Valley Pike (U.S. Route 11). The Virginia Department of Transportation (VDOT) classifies Valley Pike as a Major Collector. It has a posted speed limit of 45 miles per hour in the vicinity of the site. According to requirements set for in Table 2-2 of VDOT’s Road Design Manual, full access entrances on Major Collectors with a posted speed limit of 35 to 45 mph would require 335 feet from other intersections or full-movement entrances. A review of the plans indicates that the proposed entrance spacing of 445 feet would meet VDOT spacing standards. Right and Left Turn Lane Assessment The need for right turn lanes at the site entrances on Valley Pike (U.S. Route 11) was assessed based on Appendix F, Figure 3-27 “Guidelines for Right Turn Treatment (4-Lane Highway)” from the VDOT Road Design Manual. Figure 3-27 determines whether “no turn lanes or taper required”, a “taper required”, or a “full-width turn lane and taper required” based on a graph of “PHV Right Turns, Vehicles Per Hour” versus “PHV Approach Total, Vehicles Per Hour”. According to Appendix F, Figure 3-27 and future traffic forecasts, the results indicate a full-width turn lane and taper would be required at both site driveways. For roadways with a design speed of 50 mph (posted speed limit + 5 mph), turn lanes would need to provide a minimum of 200 feet of full- width storage plus a 200-foot taper. 35 239 Hester Trust Property Traffic Impact Study July 27, 2022 For the two site entrances, the need for an exclusive left turn lane was assessed based on Figure 3-3 “Warrants for Left Turn Storage Lanes on Four-Lane Highways” from Appendix F of the VDOT Road Design Manual. According to Appendix F, Figure 3-3 and future traffic forecasts, the results indicate that a full-width left turn lane would be required at the two site driveways. These turns lanes can be accommodated within the existing Two-Way-Left-Turn lane on Valley Pike (U.S. Route 11). The turn lane warrant worksheets are included in Appendix I. 36 240 SITEV A L L E Y P I K E M A I N S T R E E T MUSTANGLANE11123456INTERSTATE81RELIANCE ROADNORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\22.0609 GRAPHICS.DWGFigure 6-12025 Future Traffic Forecasts With DelopmentHester Trust PropertyFrederick County, VirginiaAM PEAK HOURPM PEAK HOUR000 / 0001RELIANCEROADI-81 NBOFF-RAMPI-81 NBRELIANCEROADON-RAMP2I-81 SBON-RAMPI-81 SBOFF-RAMP3PRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 114LANEMUSTANG5DRIVEWAYSOUTH SITERELIANCEROADRELIANCEROADROADRELIANCEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 116DRIVEWAYNORTH SITEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11351/3302/029/62491/34032/30206/252342/417109/83159/16642/441/5361/204124/202263/277221/46668/2061/4150/3665/18298/2570/091/257169/266567/1730/1129/214160/183223/1260/00/10/00/1255/40625/13/836/81256/13406/286256/35051/27/1624/57179/10230/28437241 SITEV A L L E Y P I K E M A I N S T R E E T MUSTANGLANE11123456INTERSTATE81RELIANCE ROADNORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\22.0609 GRAPHICS.DWGFigure 6-22025 Future Conditions with Development Lane Use and Traffic ControlHester Trust PropertyFrederick County, VirginiaSTOPStop SignSignalized IntersectionRepresents One Travel Lane1RELIANCEROADI-81 NBOFF-RAMPI-81 NBRELIANCEROADON-RAMP2I-81 SBON-RAMPI-81 SBOFF-RAMP3PRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 114LANEMUSTANG5DRIVEWAYSOUTH SITERELIANCEROADRELIANCEROADROADRELIANCEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 116DRIVEWAYNORTH SITEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11STOPSTOPSTOPSTOP STOP STOP STOP 38242 SITEV A L L E Y P I K E M A I N S T R E E T MUSTANGLANE11123456INTERSTATE81RELIANCE ROADNORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\22.0609 GRAPHICS.DWGFigure 6-32025 Future Traffic Forecasts With Delopment(Single Site Access Point)Hester Trust PropertyFrederick County, VirginiaAM PEAK HOURPM PEAK HOUR000 / 0001RELIANCEROADI-81 NBOFF-RAMPI-81 NBRELIANCEROADON-RAMP2I-81 SBON-RAMPI-81 SBOFF-RAMP3PRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 114LANEMUSTANG5DRIVEWAYSOUTH SITERELIANCEROADRELIANCEROADROADRELIANCEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 116DRIVEWAYNORTH SITEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11351/3302/029/62491/34032/30206/252342/417109/83159/16642/441/5361/204124/202263/277221/46668/2061/4150/3665/18598/257NOTAPPLICABLE0/091/257169/266567/1730/1129/214160/183223/1260/00/10/00/1231/34976/310/2460/138434/23227/27639243 Hester Trust Property Traffic Impact Study July 27, 2022 Table 6‐1Hester Trust PropertyTotal Future with Development Conditions Levels of Service Summary1LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s)1. I‐81 NB Ramp/Reliance Road ‐ UnsignalizedNBLTR C 23.8 C 16.5 E 43.8 F 69.2 F 420.5 F 134.2 F 420.5 F 134.2EBLA 8.1 A 7.9 A 8.5 A 8.4 A 8.7 A 8.5 A 8.7 A 8.5Potential Improvement: SignalizationEBLTA 1.6 A 1.6 A 5.2 A 2.0 A 5.2 A 2.0WBTRA 4.9 A 5.3 A 9.3 A 5.5 A 9.3 A 5.5NBLTRD 35.7 D 42.4 D 45.4 D 43.4 D 45.4 D 43.4OverallB 11.0 B 13.3 C 21.6 B 13.5 C 21.6 B 13.52. I‐81 SB Ramp/Reliance Road ‐ UnsignalizedWBLA 8.2 A 8.1 A 8.6 A 8.8 A 8.8 A 9.2 A 8.8 A 9.2SBLTR B 11.6 B 12.9 B 14.3 C 24.2 E 40.3 D 28.3 E 40.3 D 28.3Potential Improvement: SignalizationEBTRA 8.7 B 13.2 B 14.0 B 15.0 B 13.9 D 15.0WBLTA 0.6 A 0.9 A 2.0 A 1.5 A 2.0 A 1.5SBLTRD 36.4 D 44.6 D 46.1 D 45.5 D 46.1 D 45.5OverallB 13.2 B 19.1 B 18.1 B 19.9 B 18.1 B 19.93. Reliance Road/U.S. Route 11 ‐ UnsignalizedNBLA 0.0 A 0.0 A 0.0 A 0.0 A 0.0 A 0.0 A 0.0 A 0.0EBLTR A 0.0 B 14.5 A 0.0 C 16.3 A 0.0 C 23.0 A 0.0 C 23.0WBLC 16.2 C 24.8 C 19.7 F 51.8 D 32.5 F 218.8 D 32.5 F 218.8WBRB 10.8 B 10.0 B 11.4 B 10.5 D 33.5 B 10.7 D 33.5 B 10.7SBLA 8.1 A 8.1 A 8.3 A 8.4 A 8.8 A 8.8 A 8.8 A 8.8Potential Improvement: SignalizationEBLTRA 0.0 B 13.4 A 0.0 B 15.4 A 0.0 B 15.4WBLTB 15.2 B 16.7 B 16.3 B 19.5 B 16.3 B 19.5WBRB 13.0 B 11.3 C 25.8 B 10.8 C 25.8 B 10.8NBLTRB 15.5 B 17.6 C 27.6 C 21.2 C 27.6 C 21.2SBLA 9.1 B 10.8 B 17.9 B 12.6 B 17.9 B 12.6SBTRA 5.2 A 7.0 B 10.7 A 7.4 B 10.7 A 7.4OverallB 12.9 B 13.2 C 23.4 B 14.6 C 23.4 B 14.64. U.S. Route 11/Mustang Road ‐ UnsignalizedWBLR B 11.7 B 11.7 B 11.8 B 12.7 C 22.2 B 14.2 C 22.2 B 14.4SBLA 7.9 A 7.7 A 7.9 A 7.9 A 9.4 A 7.9 A 9.4 A 7.95. South Site Driveway/U.S. Route 11 ‐ UnsignalizedWBLRB 13.2 B 14.1 C 15.4 C 15.3SBLA9.2A7.9A9.5A7.96. North Site Driveway/U.S. Route 11 ‐ UnsignalizedWBLRB 11.9 B 12.7SBLA8.4A7.91. Capacity analysis based on Highway Capacity Manual 6th methodology, using Synchro 11 unless otherwise noted.2025 (One Driveway) Future Conditions with Development2025 (Two Driveways) Future Conditions with DevelopmentAM Peak Hour PM Peak HourAM Peak Hour PM Peak HourAM Peak HourExisting Conditions2025 Future Conditions without DevelopmentPM Peak HourNotes:AM Peak HourApproach/ Lane GroupPM Peak Hour40244 SITEV A L L E Y P I K E M A I N S T R E E T MUSTANGLANE11123456INTERSTATE81RELIANCE ROADNORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\22.0609 GRAPHICS.DWGFigure 6-42025 Future Conditions with Development Levels-of-ServiceHester Trust PropertyFrederick County, Virginia1RELIANCEROADI-81 NBOFF-RAMPI-81 NBRELIANCEROADON-RAMP2I-81 SBON-RAMPI-81 SBOFF-RAMP3PRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 114LANEMUSTANG5DRIVEWAYSOUTH SITERELIANCEROADRELIANCEROADROADRELIANCEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 116DRIVEWAYNORTH SITEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11STOPSTOPSTOPSTOP STOP A/BA/BOverall Levels of ServiceLevels of ServiceA/AF/FA/AE/DA/CD/BA/AA/AD/FC/BA/ASTOP B/BA/ASTOP B/BA/A41245 SITEV A L L E Y P I K E M A I N S T R E E T MUSTANGLANE11123456INTERSTATE81RELIANCE ROADNORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\22.0609 GRAPHICS.DWGFigure 6-52025 Future Conditions with Development Levels-of-ServiceWith Potential ImprovementsHester Trust PropertyFrederick County, Virginia1RELIANCEROADI-81 NBOFF-RAMPI-81 NBRELIANCEROADON-RAMP2I-81 SBON-RAMPI-81 SBOFF-RAMP3PRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 114LANEMUSTANG5DRIVEWAYSOUTH SITERELIANCEROADRELIANCEROADROADRELIANCEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 116DRIVEWAYNORTH SITEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11STOP A/BA/BOverall Levels of ServiceLevels of ServiceA/AD/DA/AD/DA/BC/BB/BC/CB/BC/BA/ASTOP B/BA/ASTOP B/BA/AB/AA/AA/AC/BB/BC/B42246 Hester Trust Property Traffic Impact Study July 27, 2022 Table 6‐2Hester Trust PropertyTotal Future with Development Conditions Queuing Summary50th%tile95th%tile50th%tile95th%tile50th%tile95th%tile50th%tile95th%tile50th%tile95th%tile50th%tile95th%tile50th%tile95th%tile50th%tile95th%tile1. I‐81 NB Ramp/Reliance Road ‐ UnsignalizedNBLTR‐‐63‐33‐133‐200‐755‐290‐755‐290EBL‐‐15‐10‐20‐18‐22‐22‐22‐22Potential Improvement: SignalizationEBLT‐35 58 43 67 131 63 47 72 131 63 47 72WBTR‐28 69 32 63 49 91 33 64 49 91 33 64NBLTR‐86 141 102 174 187 #344 107 #189 187 #344 107 #1892. I‐81 SB Ramp/Reliance Road ‐ UnsignalizedWBL‐‐3‐3‐3‐3‐3‐3‐3‐3SBLTR‐‐30‐40‐53‐138‐213‐160‐213‐160Potential Improvement: SignalizationEBTR‐ ‐‐‐‐61 162 79 225 97 254 107 307 97 254 107 307WBLT‐ ‐‐‐‐13 148 95 224 220 m335 108 233 220 m335 108 233SBLTR‐ ‐‐‐‐15 76 28 99 51 123 28 99 51 123 28 993. Reliance Road/U.S. Route 11 ‐ UnsignalizedNBLTR‐‐0‐0‐0‐0‐0‐0‐0‐0EBLTR‐‐0‐0‐0‐0‐0‐0‐0‐0WBL‐‐23‐58‐40‐153‐70‐318‐70‐318WBR240‐25‐15‐30‐18‐260‐20‐260‐20SBL285‐8‐10‐10‐10‐15‐23‐15‐23Potential Improvement: SignalizationEBLTR‐ ‐‐‐‐000000000000WBLT‐ ‐‐‐‐36 97 64 155 43 116 71 173 43 116 71 173WBR240‐‐‐‐0 31 0 24 29 139 0 26 29 139 0 26NBLTR‐ ‐‐‐‐68 163 66 174 111 246 75 194 111 246 75 194SBL285‐‐‐‐16 44 25 68 25 63 48 118 25 63 48 118SBTR‐ ‐‐‐‐11 32 40 11 13 37 46 11 13 37 46 114. U.S. Route 11/Mustang Road ‐ UnsignalizedWBLR‐‐18‐13‐18‐13‐43‐18‐43‐18SBL300‐5‐3‐5‐3‐8‐3‐8‐35. South Site Driveway/U.S. Route 11 ‐ UnsignalizedWBLR‐8‐19‐18‐38SBL‐3‐0‐8‐06. North Site Driveway/U.S. Route 11 ‐ UnsignalizedWBLR‐5‐263SBL‐5‐0Notes: 1.Capacity analysis based on Highway Capacity Manual 6th Edition methodology, using Synchro 11.2. "~" ‐ 50th percentile volume exceeds capacity, queue may be longer.3. "#" ‐ 95th percentile volume exceeds capacity, queue may be longer.4. "m" ‐ Volume for 95th percentile queue is metered by upstream signal.Approach/ Lane GroupStorage Length (ft)Existing Conditions2025 Future Conditions without Development2025 (One Driveway) Future Conditions with Development2025 (Two Driveways) Future Conditions with DevelopmentAM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour AM Peak Hour PM Peak HourAM Peak Hour PM Peak Hour43247 Hester Trust Property Traffic Impact Study July 27, 2022 SECTION 7 CONCLUSIONS Conclusions The principal findings of this traffic impact analysis are as follows: 1.The existing conditions analysis indicates that all study intersections, that currently operate under stop sign control, operate at an acceptable level-of-service (LOS) “C” or better during the weekday AM and PM peak hours. This includes the I-81 ramps on Reliance Road, the Reliance Road/Valley Pike intersection, and the Valley Pike/Mustang Road intersection. 2.Under future conditions without development, regional traffic growth and pipeline developments would cause select movements and/or approaches at the I-81 NB Ramp/Reliance Road and the Valley Pike (U.S. Route 11)/Reliance Road intersections to operate beyond capacity. Signalization of the intersections would be needed to restore acceptable levels-of-service at these locations, assuming warrants for signalization are met. 3.The Hester Trust Property industrial development is planned to be built in a single phase by 2025. It is proposed to include 848,000 square feet (S.F.) of light industrial uses that are estimated to generate 580 AM peak hour trips (510 in and 70 out), 188 PM peak hour trips (26 in and 162 out), and 3,239 average daily (24-hour) trips when fully occupied. Trucks would account for eight (8) AM peak hour, eight (8) PM peak hour, and 212 daily trips. 4.The results of the future conditions analysis with the development indicate that the new site generated traffic would have only a minor effect on overall intersection delays. Acceptable levels-of-service at I-81 NB Ramp/Reliance Road and the Valley Pike (U.S. Route 11)/Reliance Road intersections would continue to be maintained with the installation of traffic signals, consistent with background conditions. While I-81 SB Ramp/Reliance Road intersection would approach capacity under Stop-control conditions, installing a traffic signal would improve overall levels-of-service. All proposed traffic signals would satisfy warrants for signalization and have been previously recommended in other area traffic studies. 5.The proposed site entrances would operate at acceptable levels-of-service, whether one or two entrances are provided. The proposed access would meet VDOT spacing standards but would warrant exclusive right and left turn lanes, which would be satisfied by the existing two-way left turn lane. O:\PROJECTS\8501-9000\8555 HESTER PROPERTY\DOCUMENTS\REPORT\HESTER PROPERTY TIA (7.27.2022).DOCX 44 248 Hester Trust Property Traffic Impact Study APPENDIX A Full Size Plan Sheets 249 TREE SAVE TREE SAVE TREE SAVEVALLEY PIKE ( US ROUTE 11)MUSTANG LANE 60' VARIABLE WIDTH INGRESS /EGRESS EASEMENT+/-11.2 Acres PUBLIC USE FOREBAY SWM/BMP POND FOREBAY SWM/BMP POND +/-77.0 Acres INDUSTRIAL USE LANDSCAPING AND BERM150' LANDSCAPE SCREEN SCHOOL PROPERTY BUFFER150'MUSTANG LANE BUFFERORNAMENTALLANDSCAPINGORNAMENTALLANDSCAPING 75' A A B B VALLEY PIKE BUFFER VALLEY PIKE BUFFER 25'TREE SAVE1" = 120' 1MIDDLETOWN, LLC. REZONINGGENERAL DEVELOPMENT PLANFREDERICK COUNTY, VA07/19/2022 CMM/ TNA 1 0127E151 Windy Hill LaneWinchester, Virginia 22602Telephone: (540) 662-4185Fax: (540) 722-9528www.greenwayeng.comFND1971ENGINEERINGSHEET OF DESIGNED BY: FILE NO. SCALE: DATE:PROUDLY SERVING VIRGINIA & WEST VIRGINIAOFFICES IN: WINCHESTER, VA & MARTINSBURG, WVPROJECT INFORMATION / SUMMARY Tax Map #: 84-A-78 Address: 7165 Valley Pike, Middletown, VA Size: 101.25 acres Proposed Zoning: M1 Land Use:Development Areas Industrial +/- 77 Acres Public +/- 11.2 Acres 50' TREE SAVE 250 Hester Trust Property Traffic Impact Study APPENDIX B Scoping Agreement 251 B-1252 B-2253 B-3254 B-4255 John A. Bishop, AICP06/07/22B-5256 B-6257 B-7258 B-8259 Hester Trust Property Traffic Impact Study APPENDIX C Levels of Service Descriptions 260 Level of Service for Signalized Intersections Level of service for signalized intersections is defined in terms of delay, which is a measure of driver discomfort and frustration, fuel consumption, and lost travel time. Specifically, level-of-service (LOS) criteria are stated in terms of the average stopped delay per vehicle for a 15-min analysis period. The criteria are given in Exhibit 16-2. Delay may be measured in the field or estimated using procedures presented later in this chapter. Delay is a complex measure and is dependent on a number of variables, including the quality of progression, the cycle length, the green ratio, and the v/c ratio for the lane group in question. LOS A describes operations with very low delay, up to 10 sec per vehicle. This level of service occurs when progression is extremely favorable and most vehicles arrive during the green phase. Most vehicles do not stop at all. Short cycle lengths may also contribute to low delay. LOS B describes operations with delay greater than 10 and up to 20 sec per vehicle. This level generally occurs with good progression, short cycle lengths, or both. More vehicles stop than with LOS A, causing higher levels of average delay. Exhibit 16-2. Level-of-Service Criteria for Signalized Intersections LEVEL OF SERVICE STOPPED DELAY PER VEHICLE (SEC) A <10.0 B > 10.0 and <20.0 C > 20.0 and < 35.0 D > 35.0 and < 55.0 E > 55.0 and < 80.0 F >80.0 LOS C describes operations with delay greater than 20 and up to 35 sec per vehicle. These higher delays may result from fair progression, longer cycle lengths, or both. Individual cycle failures may begin to appear at this level. The number of vehicles stopping is significant at this level, though many still pass through the intersection without stopping. LOS D describes operations with delay greater than 35 and up to 55 sec per vehicle. At level D, the influence of congestion becomes more noticeable. Longer delays may result from some combination of unfavorable progression, long cycle lengths, or high v/c ratios. Many vehicles stop, and the proportion of vehicles not stopping declines. Individual cycle failures are noticeable. LOS E describes operations with delay greater than 55 and up to 80 sec per vehicle. This level is considered by many agencies to be the limit of acceptable delay. These high delay values generally indicate poor progression, long cycle lengths, and high v/c ratios. Individual cycle failures are frequent occurrences. LOS F describes operations with delay in excess of 80 sec per vehicle. This level, considered to be unacceptable to most drivers, often occurs with oversaturation, that is, when arrival flow rates exceed the capacity of the intersection. It may also occur at high v/c ratios below 1.0 with many individual cycle failures. Poor progression and long cycle lengths may also be major contributing causes to such delay levels. Source: Highway Capacity Manual, 2000. Transportation Research Board, National Research Council C-1 261 Level of Service Criteria for Stop Sign Controlled Intersections The level of service criteria are given in Table 17-2. As used here, control delay is defined as the total elapsed time from the time a vehicle stops at the end of the queue until the vehicle departs from the stop line; this time includes the time required for the vehicle to travel from the last-in-queue position to the first-in-queue position, including deceleration of vehicles from free-flow speed to the speed of vehicles in queue. The average total delay for any particular minor movement is a function of the service rate or capacity of the approach and the degree of saturation. . . . Table 17-2. Level of Service Criteria for TWSC Intersections LEVEL OF SERVICE AVERAGE CONTROL DELAY (sec/veh) A < 10 B > 10 and < 15 C > 15 and < 25 D > 25 and < 35 E > 35 and < 50 F > 50 Average total delay less than 10 sec/veh is defined as Level of Service (LOS) A. Follow-up times of less than 5 sec have been measured when there is no conflicting traffic for a minor street movement, so control delays of less than 10 sec/veh are appropriate for low flow conditions. To remain consistent with the AWSC intersection analysis procedure described later in this chapter, a total delay of 50 sec/veh is assumed as the break point between LOS E and F. The proposed level of service criteria for TWSC intersections are somewhat different from the criteria used in Chapter 16 for signalized intersections. The primary reason for this difference is that drivers expect different levels of performance from different kinds of transportation facilities. The expectation is that a signalized intersection is designed to carry higher traffic volumes than an unsignalized intersection. Additionally, several driver behavior considerations combine to make delays at signalized intersections less onerous than at unsignalized intersections. For example, drivers at signalized intersections are able to relax during the red interval, where drivers on the minor approaches to unsignalized intersections must remain attentive to the task of identifying acceptable gaps and vehicle conflicts. Also, there is often much more variability in the amount of delay experienced by individual drivers at unsignalized than signalized intersections. For these reasons, it is considered that the total delay threshold for any given level of service is less for an unsignalized intersection than for a signalized intersection. . . . LOS F exists when there are insufficient gaps of suitable size to allow a side street demand to cross safely through a major street traffic stream. This level of s ervice is generally evident from extremely long total delays experienced by side street traffic and by queueing on the minor approaches. The method, however, is based on a constant critical gap size - that is, the critical gap remains constant, no matter how long the side street motorist waits. LOS F may also appear in the form of side street vehicles’ selecting smaller-than-usual gaps. In such cases, safety may be a problem and some disruption to the major traffic stream may result. It is important to note that LOS F may not always result in long queues but may result in adjustments to normal gap acceptance behavior. The latter is more difficult to observe on the field than queueing, which is more obvious. Source: Highway Capacity Manual, 2000. Transportation Research Board, National Research Council C-2 262 Hester Trust Property Traffic Impact Study APPENDIX D Existing Traffic Count Data 263 National Data & Surveying ServicesIntersection Turning Movement Count Location:I-81 NB Ramps & Reliance Rd City:Middletown Project ID: Control:1-Way Stop(NB)Date: NS/EW Streets: 0100000001000100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 6:00 AM 701000002418000119070 6:15 AM 1412000003619000910091 6:30 AM 14020000040250001390103 6:45 AM 21040000034240001560104 7:00 AM 251300000481500017170126 7:15 AM 320400000531200024190144 7:30 AM 430500000592100020260174 7:45 AM 320400000362100027120132 8:00 AM 161900000262200018140106 8:15 AM 250200000331800014180110 8:30 AM 201200000382000022110114 8:45 AM 25040000027210001012099 9:00 AM 14130000019160001612081 9:15 AM 804000001916000149070 9:30 AM 291000000173400028100119 9:45 AM 1803000001824000216090 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :3436520000052732600027920001733 APPROACH %'s :85.54% 1.50% 12.97% 0.00%61.78% 38.22% 0.00% 0.00% 0.00% 58.25% 41.75% 0.00% PEAK HR :07:00 AM 37 TOTAL PEAK HR VOL :132116000001966900088740576 PEAK HR FACTOR :0.767 0.250 0.800 0.000 0.000 0.000 0.000 0.000 0.831 0.821 0.000 0.000 0.000 0.815 0.712 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0100000001000100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 10:00 AM 121500000201900089074 10:15 AM 1408000002425000124087 10:30 AM 11130000019200001814086 10:45 AM 1606000003223000166099 11:00 AM 902000002228000219091 11:15 AM 12070000022270002940101 11:30 AM 1613000002619000169090 11:45 AM 1414000001932000186094 12:00 PM 15030000034250002140102 12:15 PM 22040000031210002170106 12:30 PM 15070000028290002570111 12:45 PM 1905000001821000227092 1:00 PM 200500000223100029120119 1:15 PM 414000002824000277095 1:30 PM 16030000031250002090104 1:45 PM 180600000282000023100105 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :2335750000040438900032612401556 APPROACH %'s :74.44% 1.60% 23.96% 0.00%50.95% 49.05% 0.00% 0.00% 0.00% 72.44% 27.56% 0.00% PEAK HR :12:15 PM 12:00 AM TOTAL PEAK HR VOL :76021000009910200097330428 PEAK HR FACTOR :0.864 0.000 0.750 0.000 0.000 0.000 0.000 0.000 0.798 0.823 0.000 0.000 0.000 0.836 0.688 0.000 0100000001000100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 2:00 PM 1703000002224000208094 2:15 PM 2307000001817000175087 2:30 PM 172300000233100025120113 2:45 PM 151800000343100021110121 3:00 PM 250100000343300022190134 3:15 PM 270400000352700029110133 3:30 PM 211500000544100022120156 3:45 PM 221500000504800024110161 4:00 PM 2511200000433200023190155 4:15 PM 230600000444300034130163 4:30 PM 292900000304100033140158 4:45 PM 201600000363500035140147 5:00 PM 241600000393400033140151 5:15 PM 311400000384100026170158 5:30 PM 2201000000373900019110138 5:45 PM 160300000321800025100104 6:00 PM 18050000024190002770100 6:15 PM 13030000030230001812099 6:30 PM 23160000018210002660101 6:45 PM 13010000020300001716097 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :424121070000066162800049624202570 APPROACH %'s :78.08% 2.21% 19.71% 0.00%51.28% 48.72% 0.00% 0.00% 0.00% 67.21% 32.79% 0.00% PEAK HR :04:30 PM 12:00 AM TOTAL PEAK HR VOL :10452500000143151000127590614 PEAK HR FACTOR :0.839 0.625 0.694 0.000 0.000 0.000 0.000 0.000 0.917 0.921 0.000 0.000 0.000 0.907 0.868 0.000 04:30 PM - 05:30 PM 0.9720.838 0.930 0.949 PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 12:15 PM - 01:15 PM 0.8990.933 0.882 0.793 NOON NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 07:00 AM - 08:00 AM 0.8280.776 0.828 0.880 AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 22-260042-001 5/3/2022 Data - Total I-81 NB Ramps I-81 NB Ramps Reliance Rd Reliance Rd D-1 264 National Data & Surveying ServicesIntersection Turning Movement Count Location:I-81 SB Ramps & Reliance Rd City:Middletown Project ID: Control:1-Way Stop(SB)Date: NS/EW Streets: 0000010001000100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 6:00 AM 0000701800351301170091 6:15 AM 00008029004829032000137 6:30 AM 0 0 0 0100340 054200 2240 0144 6:45 AM 0 0 0 0121440 046260 3340 0166 7:00 AM 00006127005733043800166 7:15 AM 00006055006132054900208 7:30 AM 00002137007728046100210 7:45 AM 00009054004729055200196 8:00 AM 00007047004124013500155 8:15 AM 00002141004926033600158 8:30 AM 00006128005218023900146 8:45 AM 0 0 0 0100330 038240 1350 0141 9:00 AM 00004028003119012800111 9:15 AM 0000702000291501220094 9:30 AM 00008127004214035400149 9:45 AM 0 0 0 0110440 032180 2350 0142 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :0 0 0 0 115 6 566 0 0 739 368 0 41 579 0 0 2414 APPROACH %'s :16.74% 0.87% 82.39% 0.00% 0.00% 66.76% 33.24% 0.00% 6.61% 93.39% 0.00% 0.00% PEAK HR :07:00 AM 37 TOTAL PEAK HR VOL :00002321730024212201820000780 PEAK HR FACTOR :0.000 0.000 0.000 0.000 0.639 0.500 0.786 0.000 0.000 0.786 0.924 0.000 0.900 0.820 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0000010001000100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 10:00 AM 00003126003519032100108 10:15 AM 0 0 0 0130190 036150 6200 0109 10:30 AM 0 0 0 0110180 030150 2260 0102 10:45 AM 00003020005116003100121 11:00 AM 00004024004622052700128 11:15 AM 0 0 0 0100280 039300 5360 0148 11:30 AM 00007036003917013100131 11:45 AM 0 0 0 0100330 040120 4280 0127 12:00 PM 0 0 0 0100220 049210 5310 0138 12:15 PM 00003027004818014100138 12:30 PM 00006030005214023800142 12:45 PM 00004231003412043800125 1:00 PM 00009020004416074100137 1:15 PM 00005028004811042800124 1:30 PM 00003121005212033200124 1:45 PM 00006032004224043800146 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :0 0 0 0 107 4 415 0 0 685 274 0 56 507 0 0 2048 APPROACH %'s :20.34% 0.76% 78.90% 0.00% 0.00% 71.43% 28.57% 0.00% 9.95% 90.05% 0.00% 0.00% PEAK HR :11:45 AM 12:00 AM TOTAL PEAK HR VOL :0000290112001896501213800545 PEAK HR FACTOR :0.000 0.000 0.000 0.000 0.725 0.000 0.848 0.000 0.000 0.909 0.774 0.000 0.600 0.841 0.000 0.000 0000010001000100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 2:00 PM 00008020003925053200129 2:15 PM 00004024003011043400107 2:30 PM 0 0 0 0141340 041220 3410 0156 2:45 PM 00007035005723003600158 3:00 PM 00009138005918014600172 3:15 PM 0 0 0 0120360 049150 3510 0166 3:30 PM 00008040008825034200206 3:45 PM 0 0 0 0110380 086250 1440 0205 4:00 PM 00007032006819004800174 4:15 PM 0 0 0 0170450 071190 4540 0210 4:30 PM 0 0 0 0120490 058240 5550 0203 4:45 PM 00009051006324065100204 5:00 PM 0 0 0 0140450 060280 4520 0203 5:15 PM 0 0 0 0150500 063290 4540 0215 5:30 PM 0 0 0 0151450 060200 2370 0180 5:45 PM 00001003400406033900132 6:00 PM 0 0 0 0100400 033140 2440 0143 6:15 PM 0 0 0 0110350 043140 1300 0134 6:30 PM 00009230003012024700132 6:45 PM 0000802100429032700110 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :0 0 0 0 210 5 742 0 0 1080 382 0 56 864 0 0 3339 APPROACH %'s :21.94% 0.52% 77.53% 0.00% 0.00% 73.87% 26.13% 0.00% 6.09% 93.91% 0.00% 0.00% PEAK HR :04:30 PM 12:00 AM TOTAL PEAK HR VOL :00005001950024410501921200825 PEAK HR FACTOR :0.000 0.000 0.000 0.000 0.833 0.000 0.956 0.000 0.000 0.968 0.905 0.000 0.792 0.964 0.000 0.000 04:30 PM - 05:30 PM 0.9590.942 0.948 0.963 PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 11:45 AM - 12:45 PM 0.9600.820 0.907 0.893 NOON NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 07:00 AM - 08:00 AM 0.9290.786 0.867 0.838 AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 22-260042-002 5/3/2022 Data - Total I-81 SB Ramps I-81 SB Ramps Reliance Rd Reliance Rd D-2 265 National Data & Surveying ServicesIntersection Turning Movement CountLocation:Valley Pike/US Rte 11/Main St & Reliance RdCity:MiddletownProject ID:Control:2-Way Stop(EB/WB)Date:NS/EW Streets:Explanation for extra leg movements1100011000010010100NL NT NRNU NL2 SL ST SRSU SR2 EL ET EREU WL WT WRWU WT2 E2L2 E2T2 E2R2 E2U2TOTALMovements entering the extra leg6:00 AM1161700131000011101111000000082 SR2 Movements coming from SB on Valley Pike/US Rte 11/Main St entering into the Extra Leg (Showalter Auto Repair Dwy)6:15 AM112250011101000010132500000081 WT2 Movements coming from WB on Reliance Rd entering into the Extra Leg(Showalter Auto Repair Dwy)6:30 AM1202200151400012102316000000106 NL2 Movements coming from NB on Valley Pike/US Rte 11/Main St entering into the Extra Leg(Showalter Auto Repair Dwy)6:45 AM127230118111001210261190000001327:00 AM1162600216000221020135001000132Movements exiting the extra leg7:15 AM02428003118200132024051000000184 E2L2 Movements exiting from Extra Leg (Showalter Auto Repair Dwy) entering into Valley Pike/US Rte 11/Main St heading NB7:30 AM04628003712100132021145000000197 E2T2 Movements exiting from Extra Leg(Showalter Auto Repair Dwy) entering into Reliance Rd heading EB7:45 AM22822002716000111021062000000181 E2R2 Movements exiting from Extra Leg (Showalter Auto Repair Dwy) entering into Valley Pike/US Rte 11/Main St heading SB8:00 AM23319001726000040024232000000159 E2U2 Movements exiting from Extra Leg (Showalter Auto Repair Dwy) entering into Reliance Rd heading EB8:15 AM031260016251000100190350000001548:30 AM033180030310001220184360000001758:45 AM232190025250001400132430100001679:00 AM022130019211000230222280001001349:15 AM12513001524200010091200000001119:30 AM025150019211000220133360000001379:45 AM12119001820300010019245000000149NL NT NRNU NL2 SL ST SRSU SR2 EL ET EREU WL WT WRWU WT2 E2L2 E2T2 E2R2 E2U2TOTALTOTAL VOLUMES :134113330133229013001031170296235080111002281APPROACH %'s :1.72% 54.22% 43.93% 0.00% 0.13% 52.28% 45.67% 2.05% 0.00% 0.00% 17.24% 53.45% 29.31% 0.00% 35.75% 2.78% 61.35% 0.00% 0.12% 50.00% 50.00% 0.00% 0.00%PEAK HR :07:15 AM38TOTALPEAK HR VOL :413197001127230031150903190000000721PEAK HR FACTOR :0.500 0.712 0.866 0.000 0.000 0.757 0.692 0.375 0.000 0.000 0.750 0.688 0.625 0.000 0.938 0.375 0.766 0.000 0.000 0.000 0.000 0.000 0.000HeadersNBL NBT NBR NBU NBL2 SBL SBT SBR SBU SBR2 EBL EBT EBR EBU WBL WBT WBR WBU WBT2 EB2L2 EB2T2 EB2R2 EB2U211000110000100101000000NL NT NRNU NL2 SL ST SRSU SR2 EL ET EREU WL WT WRWU WT2 E2L2 E2T2 E2R2 E2U2TOTAL10:00 AM1281900251500005101432000000013110:15 AM1341500222320000201221100000012410:30 AM032900202420022101321700000012410:45 AM2311100493110002101182900000017611:00 AM2312500302660024102011700000016511:15 AM1251200224140014202242700000016511:30 AM2261100273110024302022200000015111:45 AM3252200222340000202542402001015712:00 PM0241700363210031201933010000016912:15 PM0233000283620001102152800000017512:30 PM0321900233810016201812901000017112:45 PM217100118271115330226351110001551:00 PM031250020293001330202170000001541:15 PM131210018250001210204160000001401:30 PM231250024382000420153170000001631:45 PM32821002939200114025623000000182NL NT NRNU NL2 SL ST SRSU SR2 EL ET EREU WL WT WRWU WT2 E2L2 E2T2 E2R2 E2U2TOTALTOTAL VOLUMES :204492920141347832111942310297563622410102502APPROACH %'s :2.62% 58.92% 38.32% 0.00% 0.13% 44.65% 51.68% 3.46% 0.11% 0.11% 20.65% 45.65% 33.70% 0.00% 41.19% 7.77% 50.21% 0.28% 0.55% 50.00% 0.00% 50.00% 0.00%PEAK HR :11:45 AM12:00 AMTOTALPEAK HR VOL :3104880010912980048708313111130010672PEAK HR FACTOR :0.250 0.813 0.733 0.000 0.000 0.757 0.849 0.500 0.000 0.000 0.333 0.333 0.875 0.000 0.830 0.650 0.925 0.250 0.375 0.000 0.000 0.250 0.00011000110000100101000000NL NT NRNU NL2 SL ST SRSU SR2 EL ET EREU WL WT WRWU WT2 E2L2 E2T2 E2R2 E2U2TOTAL2:00 PM430220024362002330201180000201672:15 PM22570018291001320250221000101372:30 PM330220028304001150245250000001782:45 PM32730002441200322023320000100181 6633:00 PM12926002944300452021335110110206 7023:15 PM02423012940601326031425000020197 7623:30 PM03655004753400012026322000000249 8333:45 PM42636014549301124025330000001231 8834:00 PM23125004941300144031131010100225 9024:15 PM63737003042200122027733010010228 9334:30 PM12332003454200054033637000000231 9154:45 PM21927004053200021027429000000206 8905:00 PM23125003459100221037333001000231 8965:15 PM12222003552100452041330010000219 8875:30 PM32122012830200041031220000110167 8235:45 PM11614001740000122035215011110149 7666:00 PM11915111339401332031620001010161 6966:15 PM01525011725200211029214030200139 6166:30 PM11218011632100113033418000220145 5946:45 PM41114021916100153016615011120118 563NL NT NRNU NL2 SL ST SRSU SR2 EL ET EREU WL WT WRWU WT2 E2L2 E2T2 E2R2 E2U2TOTALTOTAL VOLUMES :41 484 497 1 8 576 805 46 0 3 31 55 52 0 566 68 492 2 9 4 10 14 1 3765APPROACH %'s :3.98% 46.94% 48.21% 0.10% 0.78% 40.28% 56.29% 3.22% 0.00% 0.21% 22.46% 39.86% 37.68% 0.00% 49.78% 5.98% 43.27% 0.18% 0.79% 13.79% 34.48% 48.28% 3.45%PEAK HR :04:15 PM12:00 AMTOTALPEAK HR VOL :11110121001382087003118012420132011010896PEAK HR FACTOR :0.458 0.743 0.818 0.000 0.000 0.863 0.881 0.875 0.000 0.000 0.375 0.550 0.500 0.000 0.838 0.714 0.892 0.000 0.250 0.250 0.000 0.250 0.00004:15 PM - 05:15 PM0.9700.756 0.929 0.611 0.911PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND11:45 AM - 12:45 PM0.9600.920 0.891 0.528 0.959NOON NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND EASTBOUND207:15 AM - 08:15 AM0.9150.784 0.917 0.792 0.852AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND22-260042-0035/3/2022Data - TotalValley Pike/US Rte 11/Main StValley Pike/US Rte 11/Main StReliance RdReliance RdD-3 266 National Data & Surveying ServicesIntersection Turning Movement Count Location:Valley Pike/US Rte 11/Main St & Mustang Ln City:Middletown Project ID: Control:1-Way Stop(WB)Date: NS/EW Streets: 0110110000000100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 6:00 AM 01640212000000201037 6:15 AM 01800316000000001038 6:30 AM 01820218000000401045 6:45 AM 02640120000000302056 7:00 AM 03450021000000301064 7:15 AM 04430136000000001085 7:30 AM 056607350000002010107 7:45 AM 0511009460000002000118 8:00 AM 03770741000000001093 8:15 AM 0361001734000000200099 8:30 AM 0292702243000000190150155 8:45 AM 0282402632000000170380165 9:00 AM 040403310000001208098 9:15 AM 03450133000000403080 9:30 AM 03610336000000003079 9:45 AM 04110041000000003086 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :054411301044950000007007901405 APPROACH %'s :0.00% 82.80% 17.20% 0.00% 17.36% 82.64% 0.00% 0.00%46.98% 0.00% 53.02% 0.00% PEAK HR :08:15 AM 42 TOTAL PEAK HR VOL :013365068140000000500610517 PEAK HR FACTOR :0.000 0.831 0.602 0.000 0.654 0.814 0.000 0.000 0.000 0.000 0.000 0.000 0.658 0.000 0.401 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0110110000000100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 10:00 AM 03700126000000002066 10:15 AM 04300236000000101083 10:30 AM 03800145000000100085 10:45 AM 04920047000000001099 11:00 AM 04630237010000302094 11:15 AM 045001580000000020106 11:30 AM 03810044000000000083 11:45 AM 03820038000000100079 12:00 PM 04500146000000101094 12:15 PM 03600150000010202092 12:30 PM 04110150100000001095 12:45 PM 02820042000000001073 1:00 PM 04420040000000000086 1:15 PM 03910031000000001072 1:30 PM 03550252000000101096 1:45 PM 043004560000002030108 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :0645190166981100101201801411 APPROACH %'s :0.00% 97.14% 2.86% 0.00% 2.23% 97.49% 0.14% 0.14% 0.00% 0.00% 100.00% 0.00% 40.00% 0.00% 60.00% 0.00% PEAK HR :10:30 AM 12:00 AM TOTAL PEAK HR VOL :01785041870100004050384 PEAK HR FACTOR :0.000 0.908 0.417 0.000 0.500 0.806 0.000 0.250 0.000 0.000 0.000 0.000 0.333 0.000 0.625 0.000 0110110000000100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 2:00 PM 048202450000001040102 2:15 PM 03350042000000102083 2:30 PM 04440539000000002094 2:45 PM 041509580000000010114 3:00 PM 049603600000002020122 3:15 PM 0399017540000005020126 3:30 PM 03970871000000250310181 3:45 PM 04730465000000200120151 4:00 PM 0513036110000013080140 4:15 PM 05210013660000003090153 4:30 PM 04740369000000180200161 4:45 PM 040101780000002040126 5:00 PM 044102750000002050129 5:15 PM 041202580000004020109 5:30 PM 03000343010000201080 5:45 PM 02400043001000105074 6:00 PM 02700046000000000073 6:15 PM 02700039100000000067 6:30 PM 01700038000000200057 6:45 PM 02510033000000000059 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :0 765 63 0 75 1083 211000101011002201 APPROACH %'s :0.00% 92.39% 7.61% 0.00% 6.46% 93.28% 0.17% 0.09% 100.00% 0.00% 0.00% 0.00% 47.87% 0.00% 52.13% 0.00% PEAK HR :04:00 PM 12:00 AM TOTAL PEAK HR VOL :019018020274100000360410580 PEAK HR FACTOR :0.000 0.913 0.450 0.000 0.385 0.878 0.250 0.000 0.000 0.000 0.000 0.000 0.500 0.000 0.513 0.000 04:00 PM - 05:00 PM 0.9010.839 0.934 0.507 PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 10:30 AM - 11:30 AM 0.9060.897 0.814 0.450 NOON NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 08:15 AM - 09:15 AM 0.7830.884 0.800 0.505 AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 22-260042-004 5/3/2022 Data - Total Valley Pike/US Rte 11/Main St Valley Pike/US Rte 11/Main St Mustang Ln Mustang Ln D-4 267 Hester Trust Property Traffic Impact Study APPENDIX E Existing Intersection Levels of Service and Queues (2022) 268 HCM 6th TWSC 2022 Existing AM 1: I-81 NB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 1 Intersection Int Delay, s/veh 8.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 196 69 0 0 88 74 132 1 16 0 0 0 Future Vol, veh/h 196 69 0 0 88 74 132 1 16 0 0 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 3 33333333333 Mvmt Flow 231 81 0 0 104 87 155 1 19 0 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 191 0 - - - 0 691 734 81 Stage 1 ------543543- Stage 2 ------148191- Critical Hdwy 4.13 -----6.43 6.53 6.23 Critical Hdwy Stg 1 ------5.43 5.53 - Critical Hdwy Stg 2 ------5.43 5.53 - Follow-up Hdwy 2.227 -----3.527 4.027 3.327 Pot Cap-1 Maneuver 1377 - 0 0 - - 409 346 976 Stage 1 - - 0 0 - - 580 518 - Stage 2 - - 0 0 - - 877 740 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1377 -----3370976 Mov Cap-2 Maneuver ------3370- Stage 1 ------4780- Stage 2 ------8770- Approach EB WB NB HCM Control Delay, s 6 0 23.8 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBL EBT WBT WBR Capacity (veh/h)363 1377 - - - HCM Lane V/C Ratio 0.483 0.167 - - - HCM Control Delay (s) 23.8 8.1 0 - - HCM Lane LOS C A A - - HCM 95th %tile Q(veh) 2.5 0.6 - - - E-1 269 HCM 6th TWSC 2022 Existing AM 2: I-81 SB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 2 Intersection Int Delay, s/veh 3.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 242 122 18 200 0000232173 Future Vol, veh/h 0 242 122 18 200 0000232173 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 3 33333333333 Mvmt Flow 0 260 131 19 215 0000252186 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 0 391 0 0 579 644 215 Stage 1 ------ 253253- Stage 2 ------ 326391- Critical Hdwy - - - 4.13 - -6.43 6.53 6.23 Critical Hdwy Stg 1 ------5.43 5.53 - Critical Hdwy Stg 2 ------5.43 5.53 - Follow-up Hdwy - - - 2.227 - - 3.527 4.027 3.327 Pot Cap-1 Maneuver 0 - - 1162 - 0 475 390 822 Stage 1 0 ----0 787696- Stage 2 0 ----0 729605- Platoon blocked, %- -- Mov Cap-1 Maneuver - - - 1162 - -466 0 822 Mov Cap-2 Maneuver ------4660- Stage 1 ------ 7870- Stage 2 ------ 7150- Approach EB WB SB HCM Control Delay, s 0 0.7 11.6 HCM LOS B Minor Lane/Major Mvmt EBT EBR WBL WBTSBLn1 Capacity (veh/h)- - 1162 - 754 HCM Lane V/C Ratio - - 0.017 - 0.282 HCM Control Delay (s) - - 8.2 0 11.6 HCM Lane LOS - - A A B HCM 95th %tile Q(veh) - - 0.1 - 1.2 E-2 270 HCM 6th TWSC 2022 Existing AM 3: Reliance Rd & Main St 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 3 Intersection Int Delay, s/veh 6.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 93 0 190 0 134 108 112 75 0 Future Vol, veh/h 0 0 0 93 0 190 0 134 108 112 75 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length -----242---285-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91 Heavy Vehicles, % 3 33333555555 Mvmt Flow 0 0 0 102 0 209 0 147 119 123 82 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 639 594 82 535 535 207 82 0 0 266 0 0 Stage 1 328 328 - 207 207 ------- Stage 2 311 266 - 328 328 ------- Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.15 - - 4.15 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 ------- Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 ------- Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.245 - - 2.245 - - Pot Cap-1 Maneuver 387 417 975 455 450 831 1497 - - 1281 - - Stage 1 683 645 - 793 729 ------- Stage 2 697 687 - 683 645 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 269 377 975 422 407 831 1497 - - 1281 - - Mov Cap-2 Maneuver 269 377 - 422 407 ------- Stage 1 683 583 - 793 729 ------- Stage 2 522 687 - 617 583 ------- Approach EB WB NB SB HCM Control Delay, s 0 12.6 0 4.9 HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h)1497 - - - 422 831 1281 - - HCM Lane V/C Ratio ----0.242 0.251 0.096 - - HCM Control Delay (s) 0 - - 0 16.2 10.8 8.1 - - HCM Lane LOS A - - A C B A - - HCM 95th %tile Q(veh) 0 - - - 0.9 1 0.3 - - E-3 271 HCM 6th TWSC 2022 Existing AM 4: Valley Pike & Mustang Ln 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 4 Intersection Int Delay, s/veh 3.6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 50 61 133 65 68 140 Future Vol, veh/h 50 61 133 65 68 140 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 282 303 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 2 25225 Mvmt Flow 59 72 156 76 80 165 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 481 156 0 0 232 0 Stage 1 156 ----- Stage 2 325 ----- Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 544 890 - - 1336 - Stage 1 872 ----- Stage 2 732 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 511 890 - - 1336 - Mov Cap-2 Maneuver 511 ----- Stage 1 872 ----- Stage 2 688 ----- Approach WB NB SB HCM Control Delay, s 11.7 0 2.6 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 667 1336 - HCM Lane V/C Ratio - - 0.196 0.06 - HCM Control Delay (s) - - 11.7 7.9 - HCM Lane LOS - - B A - HCM 95th %tile Q(veh) - - 0.7 0.2 - E-4 272 HCM 6th TWSC 2022 Existing PM 1: I-81 NB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Page 1 Intersection Int Delay, s/veh 5.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 143 151 0 0 127 59 104 5 25 0 0 0 Future Vol, veh/h 143 151 0 0 127 59 104 5 25 0 0 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97 Heavy Vehicles, % 3 33333333333 Mvmt Flow 147 156 0 0 131 61 107 5 26 0 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 192 0 - - - 0 612 642 156 Stage 1 ------450450- Stage 2 ------162192- Critical Hdwy 4.13 -----6.43 6.53 6.23 Critical Hdwy Stg 1 ------5.43 5.53 - Critical Hdwy Stg 2 ------5.43 5.53 - Follow-up Hdwy 2.227 -----3.527 4.027 3.327 Pot Cap-1 Maneuver 1375 - 0 0 - - 455 391 887 Stage 1 - - 0 0 - - 640 570 - Stage 2 - - 0 0 - - 865 740 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1375 -----4020887 Mov Cap-2 Maneuver ------4020- Stage 1 ------5650- Stage 2 ------8650- Approach EB WB NB HCM Control Delay, s 3.9 0 16.5 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBL EBT WBT WBR Capacity (veh/h)450 1375 - - - HCM Lane V/C Ratio 0.307 0.107 - - - HCM Control Delay (s) 16.5 7.9 0 - - HCM Lane LOS C A A - - HCM 95th %tile Q(veh) 1.3 0.4 - - - E-5 273 HCM 6th TWSC 2022 Existing PM 2: I-81 SB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Page 2 Intersection Int Delay, s/veh 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 244 105 19 212 0000500195 Future Vol, veh/h 0 244 105 19 212 0000500195 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehicles, % 3 33333333333 Mvmt Flow 0 254 109 20 221 0000520203 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 0 363 0 0 570 624 221 Stage 1 ------ 261261- Stage 2 ------ 309363- Critical Hdwy - - - 4.13 - -6.43 6.53 6.23 Critical Hdwy Stg 1 ------5.43 5.53 - Critical Hdwy Stg 2 ------5.43 5.53 - Follow-up Hdwy - - - 2.227 - - 3.527 4.027 3.327 Pot Cap-1 Maneuver 0 - - 1190 - 0 481 400 816 Stage 1 0 ----0 780690- Stage 2 0 ----0 742623- Platoon blocked, %- -- Mov Cap-1 Maneuver - - - 1190 - -472 0 816 Mov Cap-2 Maneuver ------4720- Stage 1 ------ 7800- Stage 2 ------ 7280- Approach EB WB SB HCM Control Delay, s 0 0.7 12.9 HCM LOS B Minor Lane/Major Mvmt EBT EBR WBL WBTSBLn1 Capacity (veh/h)- - 1190 - 710 HCM Lane V/C Ratio - - 0.017 - 0.359 HCM Control Delay (s) - - 8.1 0 12.9 HCM Lane LOS - - A A B HCM 95th %tile Q(veh) - - 0.1 - 1.6 E-6 274 HCM 6th TWSC 2022 Existing PM 3: Reliance Rd & Main St 07/25/2022 Hester Property Synchro 11 Report Page 3 Intersection Int Delay, s/veh 6.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 0 1 144 1 132 0 113 132 138 215 0 Future Vol, veh/h 1 0 1 144 1 132 0 113 132 138 215 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length -----242---285-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97 Heavy Vehicles, % 3 33333555555 Mvmt Flow 1 0 1 148 1 136 0 116 136 142 222 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 759 758 222 691 690 184 222 0 0 252 0 0 Stage 1 506 506 - 184 184 ------- Stage 2 253 252 - 507 506 ------- Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.15 - - 4.15 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 ------- Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 ------- Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.245 - - 2.245 - - Pot Cap-1 Maneuver 322 335 815 358 367 856 1329 - - 1296 - - Stage 1 547 538 - 815 746 ------- Stage 2 749 697 - 546 538 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 248 298 815 328 327 856 1329 - - 1296 - - Mov Cap-2 Maneuver 248 298 - 328 327 ------- Stage 1 547 479 - 815 746 ------- Stage 2 629 697 - 486 479 ------- Approach EB WB NB SB HCM Control Delay, s 14.5 17.7 0 3.2 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h)1329 - - 380 328 856 1296 - - HCM Lane V/C Ratio - - - 0.005 0.456 0.159 0.11 - - HCM Control Delay (s) 0 - - 14.5 24.8 10 8.1 - - HCM Lane LOS A - - B C B A - - HCM 95th %tile Q(veh) 0 - - 0 2.3 0.6 0.4 - - E-7 275 HCM 6th TWSC 2022 Existing PM 4: Valley Pike & Mustang Ln 07/25/2022 Hester Property Synchro 11 Report Page 4 Intersection Int Delay, s/veh 1.8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 36 41 190 18 20 275 Future Vol, veh/h 36 41 190 18 20 275 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 282 303 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 25225 Mvmt Flow 40 46 211 20 22 306 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 561 211 0 0 231 0 Stage 1 211 ----- Stage 2 350 ----- Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 489 829 - - 1337 - Stage 1 824 ----- Stage 2 713 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 481 829 - - 1337 - Mov Cap-2 Maneuver 481 ----- Stage 1 824 ----- Stage 2 702 ----- Approach WB NB SB HCM Control Delay, s 11.7 0 0.5 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 619 1337 - HCM Lane V/C Ratio - - 0.138 0.017 - HCM Control Delay (s) - - 11.7 7.7 - HCM Lane LOS - - B A - HCM 95th %tile Q(veh) - - 0.5 0.1 - E-8 276 Hester Trust Property Traffic Impact Study APPENDIX F Individual Pipeline Peak Hour Forecasts 277 SITEV A L L E Y P I K E M A I N S T R E E T MUSTANGLANE11123456INTERSTATE81RELIANCE ROADNORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\22.0609 GRAPHICS.DWGFigure F-1Village at Middletown Trip AssignmentsHester Trust PropertyFrederick County, VirginiaAM PEAK HOURPM PEAK HOUR000 / 0001RELIANCEROADI-81 NBOFF-RAMPI-81 NBRELIANCEROADON-RAMP2I-81 SBON-RAMPI-81 SBOFF-RAMP3PRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 114LANEMUSTANG5DRIVEWAYSOUTH SITERELIANCEROADRELIANCEROADROADRELIANCEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 116DRIVEWAYNORTH SITEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 1137/950/00/00/029/7433/6742/860/00/00/00/029/740/042/8612/320/00/00/00/014/29FUTUREINTERSECTIONFUTUREINTERSECTION0/01/22/57/140/04/83/81/20/00/00/00/0 F-1278 SITEV A L L E Y P I K E M A I N S T R E E T MUSTANGLANE11123456INTERSTATE81RELIANCE ROADNORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\22.0609 GRAPHICS.DWGFigure F-2Seasons of Middletown Trip AssignmentsHester Trust PropertyFrederick County, VirginiaAM PEAK HOURPM PEAK HOUR000 / 0001RELIANCEROADI-81 NBOFF-RAMPI-81 NBRELIANCEROADON-RAMP2I-81 SBON-RAMPI-81 SBOFF-RAMP3PRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 114LANEMUSTANG5DRIVEWAYSOUTH SITERELIANCEROADRELIANCEROADROADRELIANCEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 116DRIVEWAYNORTH SITEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 118/260/00/00/06/2018/1223/150/00/00/00/06/200/023/153/90/00/00/00/08/5FUTUREINTERSECTIONFUTUREINTERSECTION0/03/90/00/00/014/4641/278/50/00/00/00/0 F-2279 SITEV A L L E Y P I K E M A I N S T R E E T MUSTANGLANE11123456INTERSTATE81RELIANCE ROADNORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\22.0609 GRAPHICS.DWGFigure F-3ABy-Right Gas Station Trip Assignments (Primary)Hester Trust PropertyFrederick County, VirginiaAM PEAK HOURPM PEAK HOUR000 / 0001RELIANCEROADI-81 NBOFF-RAMPI-81 NBRELIANCEROADON-RAMP2I-81 SBON-RAMPI-81 SBOFF-RAMP3PRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 114LANEMUSTANG5DRIVEWAYSOUTH SITERELIANCEROADRELIANCEROADROADRELIANCEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 116DRIVEWAYNORTH SITEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 110/00/05/100/020/160/07/1611/1028/2611/100/00/00/028/262/40/00/00/00/05/4FUTUREINTERSECTIONFUTUREINTERSECTION0/00/02/45/40/015/125/120/00/00/00/00/0 F-3280 SITEV A L L E Y P I K E M A I N S T R E E T MUSTANGLANE11123456INTERSTATE81RELIANCE ROADNORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\22.0609 GRAPHICS.DWGFigure F-3BBy-Right Gas Station Trip Assignments (Primary)Hester Trust PropertyFrederick County, VirginiaAM PEAK HOURPM PEAK HOUR000 / 0001RELIANCEROADI-81 NBOFF-RAMPI-81 NBRELIANCEROADON-RAMP2I-81 SBON-RAMPI-81 SBOFF-RAMP3PRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 114LANEMUSTANG5DRIVEWAYSOUTH SITERELIANCEROADRELIANCEROADROADRELIANCEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 116DRIVEWAYNORTH SITEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 110/00/00/00/00/00/00/022/1215/815/80/0-15/-822/12-22/-120/00/00/00/00/00/0FUTUREINTERSECTIONFUTUREINTERSECTION0/00/00/00/00/00/00/00/00/00/00/00/0F-4281 Hester Trust Property Traffic Impact Study APPENDIX G Future Conditions without Development Levels of Service and Queues (2025) 282 HCM 6th TWSC 2025 Background AM 1: I-81 NB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 1 Intersection Int Delay, s/veh 13.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 245 121 0 0 134 109 156 1 42 0 0 0 Future Vol, veh/h 245 121 0 0 134 109 156 1 42 0 0 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 22222222222 Mvmt Flow 266 132 0 0 146 118 170 1 46 0 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 264 0 - - - 0 869 928 132 Stage 1 ------664664- Stage 2 ------205264- Critical Hdwy 4.12 -----6.42 6.52 6.22 Critical Hdwy Stg 1 ------5.42 5.52 - Critical Hdwy Stg 2 ------5.42 5.52 - Follow-up Hdwy 2.218 -----3.518 4.018 3.318 Pot Cap-1 Maneuver 1300 - 0 0 - - 322 268 917 Stage 1 - - 0 0 - - 512 458 - Stage 2 - - 0 0 - - 829 690 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1300 -----2510917 Mov Cap-2 Maneuver ------2510- Stage 1 ------3990- Stage 2 ------8290- Approach EB WB NB HCM Control Delay, s 5.7 0 43.8 HCM LOS E Minor Lane/Major Mvmt NBLn1 EBL EBT WBT WBR Capacity (veh/h)297 1300 - - - HCM Lane V/C Ratio 0.728 0.205 - - - HCM Control Delay (s) 43.8 8.5 0 - - HCM Lane LOS E A A - - HCM 95th %tile Q(veh) 5.3 0.8 - - - G-1 283 HCM 6th TWSC 2025 Background AM 2: I-81 SB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 2 Intersection Int Delay, s/veh 3.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 321 177 32 261 0000292223 Future Vol, veh/h 0 321 177 32 261 0000292223 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 349 192 35 284 0000322242 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 0 541 0 0 799 895 284 Stage 1 ------ 354354- Stage 2 ------ 445541- Critical Hdwy - - - 4.12 - -6.42 6.52 6.22 Critical Hdwy Stg 1 ------5.42 5.52 - Critical Hdwy Stg 2 ------5.42 5.52 - Follow-up Hdwy - - - 2.218 - - 3.518 4.018 3.318 Pot Cap-1 Maneuver 0 - - 1028 - 0 355 280 755 Stage 1 0 ----0 710630- Stage 2 0 ----0 646521- Platoon blocked, %- -- Mov Cap-1 Maneuver - - - 1028 - -341 0 755 Mov Cap-2 Maneuver ------3410- Stage 1 ------ 7100- Stage 2 ------ 6200- Approach EB WB SB HCM Control Delay, s 0 0.9 14.3 HCM LOS B Minor Lane/Major Mvmt EBT EBR WBL WBTSBLn1 Capacity (veh/h)- - 1028 - 662 HCM Lane V/C Ratio - - 0.034 - 0.417 HCM Control Delay (s) - - 8.6 0 14.3 HCM Lane LOS - - A A B HCM 95th %tile Q(veh) - - 0.1 - 2.1 G-2 284 HCM 6th TWSC 2025 Background AM 3: Reliance Rd & Main St 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 3 Intersection Int Delay, s/veh 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 129 0 208 0 147 160 119 81 0 Future Vol, veh/h 0 0 0 129 0 208 0 147 160 119 81 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length -----242---285-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 0 0 140 0 226 0 160 174 129 88 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 706 680 88 593 593 247 88 0 0 334 0 0 Stage 1 346 346 - 247 247 ------- Stage 2 360 334 - 346 346 ------- Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 ------- Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 ------- Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 351 373 970 417 418 792 1508 - - 1225 - - Stage 1 670 635 - 757 702 ------- Stage 2 658 643 - 670 635 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 231 334 970 383 374 792 1508 - - 1225 - - Mov Cap-2 Maneuver 231 334 - 383 374 ------- Stage 1 670 568 - 757 702 ------- Stage 2 470 643 - 599 568 ------- Approach EB WB NB SB HCM Control Delay, s 0 14.6 0 4.9 HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h)1508 - - - 383 792 1225 - - HCM Lane V/C Ratio ----0.366 0.285 0.106 - - HCM Control Delay (s) 0 - - 0 19.7 11.4 8.3 - - HCM Lane LOS A - - A C B A - - HCM 95th %tile Q(veh) 0 - - - 1.6 1.2 0.4 - - G-3 285 HCM 6th TWSC 2025 Background AM 4: Valley Pike & Mustang Ln 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 4 Intersection Int Delay, s/veh 3.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 50 61 164 65 68 161 Future Vol, veh/h 50 61 164 65 68 161 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 282 303 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 54 66 178 71 74 175 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 501 178 0 0 249 0 Stage 1 178 ----- Stage 2 323 ----- Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 530 865 - - 1317 - Stage 1 853 ----- Stage 2 734 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 500 865 - - 1317 - Mov Cap-2 Maneuver 500 ----- Stage 1 853 ----- Stage 2 693 ----- Approach WB NB SB HCM Control Delay, s 11.8 0 2.3 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 651 1317 - HCM Lane V/C Ratio - - 0.185 0.056 - HCM Control Delay (s) - - 11.8 7.9 - HCM Lane LOS - - B A - HCM 95th %tile Q(veh) - - 0.7 0.2 - G-4 286 Queues 2025 Background AM (IMPR) 1: I-81 NB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 1 Lane Group EBT WBT NBT Lane Group Flow (vph) 398 264 217 v/c Ratio 0.50 0.22 0.65 Control Delay 6.8 4.6 34.3 Queue Delay 0.0 0.0 0.0 Total Delay 6.8 4.6 34.3 Queue Length 50th (ft) 35 28 86 Queue Length 95th (ft) 58 69 141 Internal Link Dist (ft) 514 805 446 Turn Bay Length (ft) Base Capacity (vph) 790 1176 523 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.50 0.22 0.41 Intersection Summary G-5 287 HCM 6th Signalized Intersection Summary 2025 Background AM (IMPR) 1: I-81 NB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 245 121 0 0 134 109 156 1 42 0 0 0 Future Volume (veh/h) 245 121 0 0 134 109 156 1 42 0 0 0 Initial Q (Qb), veh 000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 0 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 266 132 0 0 146 118 170 1 46 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %220022222 Cap, veh/h 619 292 0 0 654 528 214 1 58 Arrive On Green 1.00 1.00 0.00 0.00 0.68 0.68 0.16 0.16 0.16 Sat Flow, veh/h 789 428 0 0 957 774 1360 8 368 Grp Volume(v), veh/h 398 000026421700 Grp Sat Flow(s),veh/h/ln 1216 00001731 1736 0 0 Q Serve(g_s), s 2.7 0.0 0.0 0.0 0.0 4.3 9.0 0.0 0.0 Cycle Q Clear(g_c), s 7.0 0.0 0.0 0.0 0.0 4.3 9.0 0.0 0.0 Prop In Lane 0.67 0.00 0.00 0.45 0.78 0.21 Lane Grp Cap(c), veh/h 911 00001182 273 0 0 V/C Ratio(X) 0.44 0.00 0.00 0.00 0.00 0.22 0.80 0.00 0.00 Avail Cap(c_a), veh/h 911 00001182 509 0 0 HCM Platoon Ratio 1.67 1.67 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.91 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.2 0.0 0.0 0.0 0.0 4.4 30.5 0.0 0.0 Incr Delay (d2), s/veh 1.4 0.0 0.0 0.0 0.0 0.4 5.3 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.0 0.0 0.0 0.0 1.1 4.0 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 1.6 0.0 0.0 0.0 0.0 4.9 35.7 0.0 0.0 LnGrp LOS AAAAAADAA Approach Vol, veh/h 398 264 217 Approach Delay, s/veh 1.6 4.9 35.7 Approach LOS A A D Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 57.2 57.2 17.8 Change Period (Y+Rc), s 6.0 6.0 6.0 Max Green Setting (Gmax), s 41.0 41.0 22.0 Max Q Clear Time (g_c+I1), s 9.0 6.3 11.0 Green Ext Time (p_c), s 2.8 1.5 0.9 Intersection Summary HCM 6th Ctrl Delay 11.0 HCM 6th LOS B G-6 288 Queues 2025 Background AM (IMPR) 2: I-81 SB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 3 Lane Group EBT WBT SBT Lane Group Flow (vph) 541 319 276 v/c Ratio 0.42 0.26 0.68 Control Delay 5.4 5.4 15.5 Queue Delay 0.0 0.0 0.0 Total Delay 5.4 5.4 15.5 Queue Length 50th (ft) 61 13 15 Queue Length 95th (ft) 162 148 76 Internal Link Dist (ft) 1910 514 640 Turn Bay Length (ft) Base Capacity (vph) 1298 1237 668 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.42 0.26 0.41 Intersection Summary G-7 289 HCM 6th Signalized Intersection Summary 2025 Background AM (IMPR) 2: I-81 SB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 321 177 32 261 0000292223 Future Volume (veh/h) 0 321 177 32 261 0000292223 Initial Q (Qb), veh 000000 000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1870 1870 1870 1870 0 1870 1870 1870 Adj Flow Rate, veh/h 0 349 192 35 284 0 32 2 242 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %022220 222 Cap, veh/h 0 720 396 132 1017 0 38 2 289 Arrive On Green 0.00 0.63 0.63 1.00 1.00 0.00 0.21 0.21 0.21 Sat Flow, veh/h 0 1134 624 124 1602 0 186 12 1409 Grp Volume(v), veh/h 0 0 541 319 0 0 276 0 0 Grp Sat Flow(s),veh/h/ln 0 0 1758 1726 0 0 1607 0 0 Q Serve(g_s), s 0.0 0.0 12.2 0.0 0.0 0.0 12.4 0.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 12.2 0.0 0.0 0.0 12.4 0.0 0.0 Prop In Lane 0.00 0.35 0.11 0.00 0.12 0.88 Lane Grp Cap(c), veh/h 0 0 1116 1149 0 0 330 0 0 V/C Ratio(X)0.00 0.00 0.48 0.28 0.00 0.00 0.84 0.00 0.00 Avail Cap(c_a), veh/h 0 0 1116 1149 0 0 493 0 0 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.00 0.00 0.98 0.98 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 0.0 7.2 0.0 0.0 0.0 28.6 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 1.5 0.6 0.0 0.0 7.8 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 3.6 0.2 0.0 0.0 5.3 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 0.0 8.7 0.6 0.0 0.0 36.4 0.0 0.0 LnGrp LOS AAAAAA DAA Approach Vol, veh/h 541 319 276 Approach Delay, s/veh 8.7 0.6 36.4 Approach LOS A A D Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 53.6 21.4 53.6 Change Period (Y+Rc), s 6.0 6.0 6.0 Max Green Setting (Gmax), s 40.0 23.0 40.0 Max Q Clear Time (g_c+I1), s 14.2 14.4 2.0 Green Ext Time (p_c), s 3.4 1.1 1.9 Intersection Summary HCM 6th Ctrl Delay 13.2 HCM 6th LOS B G-8 290 Queues 2025 Background AM (IMPR) 3: Reliance Rd & Main St 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 5 Lane Group WBT WBR NBT SBL SBT Lane Group Flow (vph) 140 226 334 129 88 v/c Ratio 0.43 0.28 0.60 0.23 0.07 Control Delay 24.1 2.6 18.5 7.2 6.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 24.1 2.6 18.5 7.2 6.2 Queue Length 50th (ft) 36 0 68 16 11 Queue Length 95th (ft) 97 31 163 44 32 Internal Link Dist (ft) 1910 1328 4435 Turn Bay Length (ft) 242 285 Base Capacity (vph) 824 1200 1293 892 1828 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.17 0.19 0.26 0.14 0.05 Intersection Summary G-9 291 HCM 6th Signalized Intersection Summary 2025 Background AM (IMPR) 3: Reliance Rd & Main St 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 129 0 208 0 147 160 119 81 0 Future Volume (veh/h) 0 0 0 129 0 208 0 147 160 119 81 0 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 0 0 140 0 226 0 160 174 129 88 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %222222222222 Cap, veh/h 0 366 0 451 0 458 0 226 246 445 962 0 Arrive On Green 0.00 0.00 0.00 0.20 0.00 0.20 0.00 0.28 0.28 0.09 0.51 0.00 Sat Flow, veh/h 0 1870 0 1418 0 1585 0 819 891 1781 1870 0 Grp Volume(v), veh/h 0 0 0 140 0 226 0 0 334 129 88 0 Grp Sat Flow(s),veh/h/ln 0 1870 0 1418 0 1585 0 0 1710 1781 1870 0 Q Serve(g_s), s 0.0 0.0 0.0 3.6 0.0 4.9 0.0 0.0 7.3 1.9 1.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.0 3.6 0.0 4.9 0.0 0.0 7.3 1.9 1.0 0.0 Prop In Lane 0.00 0.00 1.00 1.00 0.00 0.52 1.00 0.00 Lane Grp Cap(c), veh/h 0 366 0 451 0 458 0 0 472 445 962 0 V/C Ratio(X) 0.00 0.00 0.00 0.31 0.00 0.49 0.00 0.00 0.71 0.29 0.09 0.00 Avail Cap(c_a), veh/h 0 1175 0 1065 0 1144 0 0 1488 1140 2803 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 14.8 0.0 12.2 0.0 0.0 13.5 8.8 5.1 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.4 0.0 0.8 0.0 0.0 2.0 0.4 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 0.0 0.9 0.0 1.3 0.0 0.0 2.5 0.6 0.3 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 0.0 0.0 15.2 0.0 13.0 0.0 0.0 15.5 9.1 5.2 0.0 LnGrp LOS AAABABAABAAA Approach Vol, veh/h 0 366 334 217 Approach Delay, s/veh 0.0 13.9 15.5 7.5 Approach LOS B B A Timer - Assigned Phs 1 2468 Phs Duration (G+Y+Rc), s 9.9 17.4 14.1 27.3 14.1 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 20.0 36.0 26.0 62.0 26.0 Max Q Clear Time (g_c+I1), s 3.9 9.3 0.0 3.0 6.9 Green Ext Time (p_c), s 0.3 2.2 0.0 0.5 1.3 Intersection Summary HCM 6th Ctrl Delay 12.9 HCM 6th LOS B G-10 292 HCM 6th TWSC 2025 Background PM 1: I-81 NB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 1 Intersection Int Delay, s/veh 20.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 236 194 0 0 165 83 193 5 44 0 0 0 Future Vol, veh/h 236 194 0 0 165 83 193 5 44 0 0 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97 Heavy Vehicles, % 3 33333333333 Mvmt Flow 243 200 0 0 170 86 199 5 45 0 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 256 0 - - - 0 899 942 200 Stage 1 ------686686- Stage 2 ------213256- Critical Hdwy 4.13 -----6.43 6.53 6.23 Critical Hdwy Stg 1 ------5.43 5.53 - Critical Hdwy Stg 2 ------5.43 5.53 - Follow-up Hdwy 2.227 -----3.527 4.027 3.327 Pot Cap-1 Maneuver 1303 - 0 0 - - 308 262 838 Stage 1 - - 0 0 - - 498 446 - Stage 2 - - 0 0 - - 820 694 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1303 -----2430838 Mov Cap-2 Maneuver ------2430- Stage 1 ------3930- Stage 2 ------8200- Approach EB WB NB HCM Control Delay, s 4.6 0 69.2 HCM LOS F Minor Lane/Major Mvmt NBLn1 EBL EBT WBT WBR Capacity (veh/h)280 1303 - - - HCM Lane V/C Ratio 0.891 0.187 - - - HCM Control Delay (s) 69.2 8.4 0 - - HCM Lane LOS F A A - - HCM 95th %tile Q(veh) 8 0.7 - - - G-11 293 HCM 6th TWSC 2025 Background PM 2: I-81 SB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 2 Intersection Int Delay, s/veh 7.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 368 187 30 328 0000620322 Future Vol, veh/h 0 368 187 30 328 0000620322 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehicles, % 3 33333333333 Mvmt Flow 0 383 195 31 342 0000650335 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 0 578 0 0 885 982 342 Stage 1 ------ 404404- Stage 2 ------ 481578- Critical Hdwy - - - 4.13 - -6.43 6.53 6.23 Critical Hdwy Stg 1 ------5.43 5.53 - Critical Hdwy Stg 2 ------5.43 5.53 - Follow-up Hdwy - - - 2.227 - - 3.527 4.027 3.327 Pot Cap-1 Maneuver 0 - - 991 - 0 314 248 698 Stage 1 0 ----0 672597- Stage 2 0 ----0 620500- Platoon blocked, %- -- Mov Cap-1 Maneuver - - - 991 - -302 0 698 Mov Cap-2 Maneuver ------3020- Stage 1 ------ 6720- Stage 2 ------ 5960- Approach EB WB SB HCM Control Delay, s 0 0.7 24.2 HCM LOS C Minor Lane/Major Mvmt EBT EBR WBL WBTSBLn1 Capacity (veh/h)- - 991 - 576 HCM Lane V/C Ratio - - 0.032 - 0.694 HCM Control Delay (s) - - 8.8 0 24.2 HCM Lane LOS - - A A C HCM 95th %tile Q(veh) - - 0.1 - 5.5 G-12 294 HCM 6th TWSC 2025 Background PM 3: Reliance Rd & Main St 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 3 Intersection Int Delay, s/veh 13.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 0 1 214 1 154 0 123 183 151 233 0 Future Vol, veh/h 1 0 1 214 1 154 0 123 183 151 233 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length -----242---285-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97 Heavy Vehicles, % 3 33333555555 Mvmt Flow 1 0 1 221 1 159 0 127 189 156 240 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 854 868 240 775 774 222 240 0 0 316 0 0 Stage 1 552 552 - 222 222 ------- Stage 2 302 316 - 553 552 ------- Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.15 - - 4.15 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 ------- Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 ------- Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.245 - - 2.245 - - Pot Cap-1 Maneuver 278 289 796 314 328 815 1309 - - 1227 - - Stage 1 516 513 - 778 718 ------- Stage 2 705 653 - 516 513 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 202 252 796 283 286 815 1309 - - 1227 - - Mov Cap-2 Maneuver 202 252 - 283 286 ------- Stage 1 516 448 - 778 718 ------- Stage 2 567 653 - 450 448 ------- Approach EB WB NB SB HCM Control Delay, s 16.3 34.6 0 3.3 HCM LOS C D Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h)1309 - - 322 283 815 1227 - - HCM Lane V/C Ratio - - - 0.006 0.783 0.195 0.127 - - HCM Control Delay (s) 0 - - 16.3 51.8 10.5 8.4 - - HCM Lane LOS A - - C F B A - - HCM 95th %tile Q(veh) 0 - - 0 6.1 0.7 0.4 - - G-13 295 HCM 6th TWSC 2025 Background PM 4: Valley Pike & Mustang Ln 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 4 Intersection Int Delay, s/veh 1.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 36 41 234 18 20 328 Future Vol, veh/h 36 41 234 18 20 328 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 282 303 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 25225 Mvmt Flow 40 46 260 20 22 364 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 668 260 0 0 280 0 Stage 1 260 ----- Stage 2 408 ----- Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 423 779 - - 1283 - Stage 1 783 ----- Stage 2 671 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 416 779 - - 1283 - Mov Cap-2 Maneuver 416 ----- Stage 1 783 ----- Stage 2 660 ----- Approach WB NB SB HCM Control Delay, s 12.7 0 0.5 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 553 1283 - HCM Lane V/C Ratio - - 0.155 0.017 - HCM Control Delay (s) - - 12.7 7.9 - HCM Lane LOS - - B A - HCM 95th %tile Q(veh) - - 0.5 0.1 - G-14 296 Queues 2025 Background PM (IMPR) 1: I-81 NB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 1 Lane Group EBT WBT NBT Lane Group Flow (vph) 443 256 249 v/c Ratio 0.53 0.22 0.74 Control Delay 6.2 4.9 40.3 Queue Delay 0.0 0.0 0.0 Total Delay 6.2 4.9 40.3 Queue Length 50th (ft) 43 32 102 Queue Length 95th (ft) 67 63 174 Internal Link Dist (ft) 514 805 446 Turn Bay Length (ft) Base Capacity (vph) 834 1169 391 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.53 0.22 0.64 Intersection Summary G-15 297 HCM 6th Signalized Intersection Summary 2025 Background PM (IMPR) 1: I-81 NB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 236 194 0 0 165 83 193 5 44 0 0 0 Future Volume (veh/h) 236 194 0 0 165 83 193 5 44 0 0 0 Initial Q (Qb), veh 000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1856 1856 0 0 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 243 200 0 0 170 86 199 5 45 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %330033333 Cap, veh/h 530 416 0 0 777 393 237 6 54 Arrive On Green 1.00 1.00 0.00 0.00 0.67 0.67 0.17 0.17 0.17 Sat Flow, veh/h 682 623 0 0 1162 588 1383 35 313 Grp Volume(v), veh/h 443 000025624900 Grp Sat Flow(s),veh/h/ln 1305 00001750 1730 0 0 Q Serve(g_s), s 2.5 0.0 0.0 0.0 0.0 4.3 10.4 0.0 0.0 Cycle Q Clear(g_c), s 6.8 0.0 0.0 0.0 0.0 4.3 10.4 0.0 0.0 Prop In Lane 0.55 0.00 0.00 0.34 0.80 0.18 Lane Grp Cap(c), veh/h 947 00001169 297 0 0 V/C Ratio(X) 0.47 0.00 0.00 0.00 0.00 0.22 0.84 0.00 0.00 Avail Cap(c_a), veh/h 947 00001169 381 0 0 HCM Platoon Ratio 1.67 1.67 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.88 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.1 0.0 0.0 0.0 0.0 4.8 30.1 0.0 0.0 Incr Delay (d2), s/veh 1.5 0.0 0.0 0.0 0.0 0.4 12.3 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.0 0.0 0.0 0.0 1.1 5.2 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 1.6 0.0 0.0 0.0 0.0 5.3 42.4 0.0 0.0 LnGrp LOS AAAAAADAA Approach Vol, veh/h 443 256 249 Approach Delay, s/veh 1.6 5.3 42.4 Approach LOS A A D Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 56.1 56.1 18.9 Change Period (Y+Rc), s 6.0 6.0 6.0 Max Green Setting (Gmax), s 46.5 46.5 16.5 Max Q Clear Time (g_c+I1), s 8.8 6.3 12.4 Green Ext Time (p_c), s 3.1 1.5 0.5 Intersection Summary HCM 6th Ctrl Delay 13.3 HCM 6th LOS B G-16 298 Queues 2025 Background PM (IMPR) 2: I-81 SB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 3 Lane Group EBT WBT SBT Lane Group Flow (vph) 578 373 400 v/c Ratio 0.47 0.31 0.77 Control Delay 7.3 7.7 16.3 Queue Delay 0.0 0.0 0.0 Total Delay 7.3 7.7 16.3 Queue Length 50th (ft) 79 95 28 Queue Length 95th (ft) 225 224 99 Internal Link Dist (ft) 1910 514 640 Turn Bay Length (ft) Base Capacity (vph) 1239 1199 729 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.47 0.31 0.55 Intersection Summary G-17 299 HCM 6th Signalized Intersection Summary 2025 Background PM (IMPR) 2: I-81 SB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 368 187 30 328 0000620322 Future Volume (veh/h) 0 368 187 30 328 0000620322 Initial Q (Qb), veh 000000 000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1856 1856 1856 1856 0 1856 1856 1856 Adj Flow Rate, veh/h 0 383 195 31 342 0 65 0 335 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %033330 333 Cap, veh/h 0 652 332 96 945 0 72 0 372 Arrive On Green 0.00 0.56 0.56 1.00 1.00 0.00 0.28 0.00 0.28 Sat Flow, veh/h 0 1159 590 78 1680 0 260 0 1341 Grp Volume(v), veh/h 0 0 578 373 0 0 400 0 0 Grp Sat Flow(s),veh/h/ln 0 0 1749 1758 0 0 1601 0 0 Q Serve(g_s), s 0.0 0.0 16.2 0.0 0.0 0.0 18.1 0.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 16.2 0.0 0.0 0.0 18.1 0.0 0.0 Prop In Lane 0.00 0.34 0.08 0.00 0.16 0.84 Lane Grp Cap(c), veh/h 0 0 984 1042 0 0 444 0 0 V/C Ratio(X)0.00 0.00 0.59 0.36 0.00 0.00 0.90 0.00 0.00 Avail Cap(c_a), veh/h 0 0 984 1042 0 0 491 0 0 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.00 0.00 0.96 0.98 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 0.0 10.7 0.0 0.0 0.0 26.1 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 2.5 0.9 0.0 0.0 18.5 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 5.4 0.3 0.0 0.0 8.8 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 0.0 13.2 0.9 0.0 0.0 44.6 0.0 0.0 LnGrp LOS AABAAA DAA Approach Vol, veh/h 578 373 400 Approach Delay, s/veh 13.2 0.9 44.6 Approach LOS B A D Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 48.2 26.8 48.2 Change Period (Y+Rc), s 6.0 6.0 6.0 Max Green Setting (Gmax), s 40.0 23.0 40.0 Max Q Clear Time (g_c+I1), s 18.2 20.1 2.0 Green Ext Time (p_c), s 3.6 0.7 2.3 Intersection Summary HCM 6th Ctrl Delay 19.1 HCM 6th LOS B G-18 300 Queues 2025 Background PM (IMPR) 3: Reliance Rd & Main St 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 5 Lane Group EBT WBT WBR NBT SBL SBT Lane Group Flow (vph) 2 222 159 316 156 240 v/c Ratio 0.00 0.63 0.18 0.66 0.33 0.26 Control Delay 0.0 28.5 2.2 22.2 10.2 9.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 0.0 28.5 2.2 22.2 10.2 9.3 Queue Length 50th (ft) 0 64 0 66 25 40 Queue Length 95th (ft) 0 155 24 174 68 101 Internal Link Dist (ft)67 1910 1328 4435 Turn Bay Length (ft)242 285 Base Capacity (vph) 767 637 1201 1122 716 1722 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.00 0.35 0.13 0.28 0.22 0.14 Intersection Summary G-19 301 HCM 6th Signalized Intersection Summary 2025 Background PM (IMPR) 3: Reliance Rd & Main St 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 1 0 1 214 1 154 0 123 183 151 233 0 Future Volume (veh/h) 1 0 1 214 1 154 0 123 183 151 233 0 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1826 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 1 0 1 221 1 159 0 127 189 156 240 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %333333555555 Cap, veh/h 169 37 87 465 1 537 0 175 260 416 896 0 Arrive On Green 0.25 0.00 0.25 0.25 0.25 0.25 0.00 0.26 0.26 0.09 0.49 0.00 Sat Flow, veh/h 205 148 353 1248 6 1572 0 663 986 1739 1826 0 Grp Volume(v), veh/h 2 0 0 222 0 159 0 0 316 156 240 0 Grp Sat Flow(s),veh/h/ln 706 0 0 1254 0 1572 0 0 1648 1739 1826 0 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 3.4 0.0 0.0 8.0 2.7 3.5 0.0 Cycle Q Clear(g_c), s 7.9 0.0 0.0 7.9 0.0 3.4 0.0 0.0 8.0 2.7 3.5 0.0 Prop In Lane 0.50 0.50 1.00 1.00 0.00 0.60 1.00 0.00 Lane Grp Cap(c), veh/h 292 0 0 467 0 537 0 0 435 416 896 0 V/C Ratio(X) 0.01 0.00 0.00 0.48 0.00 0.30 0.00 0.00 0.73 0.38 0.27 0.00 Avail Cap(c_a), veh/h 736 0 0 921 0 1045 0 0 1300 1013 2481 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 13.4 0.0 0.0 15.9 0.0 11.0 0.0 0.0 15.3 10.2 6.8 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.8 0.0 0.3 0.0 0.0 2.3 0.6 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 0.0 1.7 0.0 0.9 0.0 0.0 2.8 0.9 1.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 13.4 0.0 0.0 16.7 0.0 11.3 0.0 0.0 17.6 10.8 7.0 0.0 LnGrp LOS BAABABAABBAA Approach Vol, veh/h 2 381 316 396 Approach Delay, s/veh 13.4 14.4 17.6 8.5 Approach LOS BBBA Timer - Assigned Phs 1 2468 Phs Duration (G+Y+Rc), s 10.3 18.1 17.3 28.4 17.3 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 20.0 36.0 26.0 62.0 26.0 Max Q Clear Time (g_c+I1), s 4.7 10.0 9.9 5.5 9.9 Green Ext Time (p_c), s 0.3 2.1 0.0 1.6 1.5 Intersection Summary HCM 6th Ctrl Delay 13.2 HCM 6th LOS B G-20 302 Hester Trust Property Traffic Impact Study APPENDIX H Future Conditions with Development Levels of Service and Queues (2025) 303 HCM 6th TWSC 2025 Total Future AM 1: I-81 NB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 1 Intersection Int Delay, s/veh 162.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 263 124 0 0 159 109 361 1 42 0 0 0 Future Vol, veh/h 263 124 0 0 159 109 361 1 42 0 0 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 22222222222 Mvmt Flow 286 135 0 0 173 118 392 1 46 0 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 291 0 - - - 0 939 998 135 Stage 1 ------707707- Stage 2 ------232291- Critical Hdwy 4.12 -----6.42 6.52 6.22 Critical Hdwy Stg 1 ------5.42 5.52 - Critical Hdwy Stg 2 ------5.42 5.52 - Follow-up Hdwy 2.218 -----3.518 4.018 3.318 Pot Cap-1 Maneuver 1271 - 0 0 - - ~ 293 244 914 Stage 1 - - 0 0 - - 489 438 - Stage 2 - - 0 0 - - 807 672 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1271 -----~ 2220914 Mov Cap-2 Maneuver ------~ 2220- Stage 1 ------~ 3700- Stage 2 ------8070- Approach EB WB NB HCM Control Delay, s 5.9 0 $ 420.5 HCM LOS F Minor Lane/Major Mvmt NBLn1 EBL EBT WBT WBR Capacity (veh/h)241 1271 - - - HCM Lane V/C Ratio 1.822 0.225 - - - HCM Control Delay (s) $ 420.5 8.7 0 - - HCM Lane LOS F A A - - HCM 95th %tile Q(veh) 30.2 0.9 - - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon H-1 304 HCM 6th TWSC 2025 Total Future AM 2: I-81 SB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 2 Intersection Int Delay, s/veh 10.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 342 206 32 491 0000292351 Future Vol, veh/h 0 342 206 32 491 0000292351 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 372 224 35 534 0000322382 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 0 596 0 0 1088 1200 534 Stage 1 ------ 604604- Stage 2 ------ 484596- Critical Hdwy - - - 4.12 - -6.42 6.52 6.22 Critical Hdwy Stg 1 ------5.42 5.52 - Critical Hdwy Stg 2 ------5.42 5.52 - Follow-up Hdwy - - - 2.218 - - 3.518 4.018 3.318 Pot Cap-1 Maneuver 0 - - 980 - 0 239 185 546 Stage 1 0 ----0 546488- Stage 2 0 ----0 620492- Platoon blocked, %- -- Mov Cap-1 Maneuver - - - 980 - -227 0 546 Mov Cap-2 Maneuver ------2270- Stage 1 ------ 5460- Stage 2 ------ 5880- Approach EB WB SB HCM Control Delay, s 0 0.5 40.3 HCM LOS E Minor Lane/Major Mvmt EBT EBR WBL WBTSBLn1 Capacity (veh/h)- - 980 - 493 HCM Lane V/C Ratio - - 0.035 - 0.842 HCM Control Delay (s) - - 8.8 0 40.3 HCM Lane LOS - - A A E HCM 95th %tile Q(veh) - - 0.1 - 8.5 H-2 305 HCM 6th TWSC 2025 Total Future AM 3: Reliance Rd & Main St 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 3 Intersection Int Delay, s/veh 18.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 129 0 567 0 223 160 169 91 0 Future Vol, veh/h 0 0 0 129 0 567 0 223 160 169 91 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length -----242---285-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 0 0 140 0 616 0 242 174 184 99 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1104 883 99 796 796 329 99 0 0 416 0 0 Stage 1 467 467 - 329 329 ------- Stage 2 637 416 - 467 467 ------- Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 ------- Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 ------- Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 188 285 957 305 320 712 1494 - - 1143 - - Stage 1 576 562 - 684 646 ------- Stage 2 465 592 - 576 562 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 22 239 957 267 268 712 1494 - - 1143 - - Mov Cap-2 Maneuver 22 239 - 267 268 ------- Stage 1 576 472 - 684 646 ------- Stage 2 62 592 - 483 472 ------- Approach EB WB NB SB HCM Control Delay, s 0 33.3 0 5.7 HCM LOS A D Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h)1494 - - - 267 712 1143 - - HCM Lane V/C Ratio ----0.525 0.866 0.161 - - HCM Control Delay (s) 0 - - 0 32.5 33.5 8.8 - - HCM Lane LOS A - - A D D A - - HCM 95th %tile Q(veh) 0 - - - 2.8 10.4 0.6 - - H-3 306 HCM 6th TWSC 2025 Total Future AM 4: Valley Pike & Mustang Ln 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 4 Intersection Int Delay, s/veh 2.9 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 50 61 590 65 68 218 Future Vol, veh/h 50 61 590 65 68 218 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 282 303 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 54 66 641 71 74 237 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1026 641 0 0 712 0 Stage 1 641 ----- Stage 2 385 ----- Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 260 475 - - 888 - Stage 1 525 ----- Stage 2 688 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 238 475 - - 888 - Mov Cap-2 Maneuver 238 ----- Stage 1 525 ----- Stage 2 631 ----- Approach WB NB SB HCM Control Delay, s 22.2 0 2.2 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 328 888 - HCM Lane V/C Ratio - - 0.368 0.083 - HCM Control Delay (s) - - 22.2 9.4 - HCM Lane LOS - - C A - HCM 95th %tile Q(veh) - - 1.6 0.3 - H-4 307 HCM 6th TWSC 2025 Total Future AM 5: Valley Pike & Site Driveway 1 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 5 Intersection Int Delay, s/veh 0.8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 36 3 406 256 25 255 Future Vol, veh/h 36 3 406 256 25 255 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 200 200 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 39 3 441 278 27 277 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 772 441 0 0 719 0 Stage 1 441 ----- Stage 2 331 ----- Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 368 616 - - 882 - Stage 1 648 ----- Stage 2 728 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 357 616 - - 882 - Mov Cap-2 Maneuver 471 ----- Stage 1 648 ----- Stage 2 705 ----- Approach WB NB SB HCM Control Delay, s 13.2 0 0.8 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 480 882 - HCM Lane V/C Ratio - - 0.088 0.031 - HCM Control Delay (s) - - 13.2 9.2 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.3 0.1 - H-5 308 HCM 6th TWSC 2025 Total Future AM 6: Valley Pike & SIte Driveway 2 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 6 Intersection Int Delay, s/veh 1.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 24 7 230 179 51 256 Future Vol, veh/h 24 7 230 179 51 256 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 200 200 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 25252 Mvmt Flow 26 8 250 195 55 278 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 638 250 0 0 445 0 Stage 1 250 ----- Stage 2 388 ----- Critical Hdwy 6.42 6.22 - - 4.15 - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 - - 2.245 - Pot Cap-1 Maneuver 441 789 - - 1099 - Stage 1 792 ----- Stage 2 686 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 419 789 - - 1099 - Mov Cap-2 Maneuver 513 ----- Stage 1 792 ----- Stage 2 652 ----- Approach WB NB SB HCM Control Delay, s 11.9 0 1.4 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 557 1099 - HCM Lane V/C Ratio - - 0.06 0.05 - HCM Control Delay (s) - - 11.9 8.4 - HCM Lane LOS - - B A - HCM 95th %tile Q(veh) - - 0.2 0.2 - H-6 309 Queues 2025 Total Future AM (Impr) 1: I-81 NB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 1 Lane Group EBT WBT NBT Lane Group Flow (vph) 421 291 439 v/c Ratio 0.64 0.29 0.89 Control Delay 11.1 7.5 46.9 Queue Delay 0.0 0.0 0.0 Total Delay 11.1 7.5 46.9 Queue Length 50th (ft) 131 49 187 Queue Length 95th (ft) 63 91 #344 Internal Link Dist (ft) 514 805 446 Turn Bay Length (ft) Base Capacity (vph) 653 1019 521 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.64 0.29 0.84 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. H-7 310 HCM 6th Signalized Intersection Summary 2025 Total Future AM (Impr) 1: I-81 NB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 263 124 0 0 159 109 361 1 42 0 0 0 Future Volume (veh/h) 263 124 0 0 159 109 361 1 42 0 0 0 Initial Q (Qb), veh 000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 0 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 286 135 0 0 173 118 392 1 46 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %220022222 Cap, veh/h 489 216 0 0 585 399 432 1 51 Arrive On Green 0.94 0.94 0.00 0.00 0.56 0.56 0.28 0.28 0.28 Sat Flow, veh/h 722 382 0 0 1036 707 1570 4 184 Grp Volume(v), veh/h 421 000029143900 Grp Sat Flow(s),veh/h/ln 1104 00001743 1759 0 0 Q Serve(g_s), s 8.3 0.0 0.0 0.0 0.0 6.5 18.1 0.0 0.0 Cycle Q Clear(g_c), s 14.9 0.0 0.0 0.0 0.0 6.5 18.1 0.0 0.0 Prop In Lane 0.68 0.00 0.00 0.41 0.89 0.10 Lane Grp Cap(c), veh/h 705 000098548400 V/C Ratio(X) 0.60 0.00 0.00 0.00 0.00 0.30 0.91 0.00 0.00 Avail Cap(c_a), veh/h 705 000098551600 HCM Platoon Ratio 1.67 1.67 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.86 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 2.0 0.0 0.0 0.0 0.0 8.5 26.3 0.0 0.0 Incr Delay (d2), s/veh 3.2 0.0 0.0 0.0 0.0 0.8 19.2 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 0.0 0.0 0.0 0.0 2.1 9.7 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 5.2 0.0 0.0 0.0 0.0 9.3 45.4 0.0 0.0 LnGrp LOS AAAAAADAA Approach Vol, veh/h 421 291 439 Approach Delay, s/veh 5.2 9.3 45.4 Approach LOS A A D Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 48.4 48.4 26.6 Change Period (Y+Rc), s 6.0 6.0 6.0 Max Green Setting (Gmax), s 41.0 41.0 22.0 Max Q Clear Time (g_c+I1), s 16.9 8.5 20.1 Green Ext Time (p_c), s 2.9 1.7 0.5 Intersection Summary HCM 6th Ctrl Delay 21.6 HCM 6th LOS C H-8 311 Queues 2025 Total Future AM (Impr) 2: I-81 SB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 3 Lane Group EBT WBT SBT Lane Group Flow (vph) 596 569 416 v/c Ratio 0.50 0.48 0.79 Control Delay 8.7 11.6 19.7 Queue Delay 0.0 0.0 0.0 Total Delay 8.7 11.6 19.7 Queue Length 50th (ft) 97 220 51 Queue Length 95th (ft) 254 m335 125 Internal Link Dist (ft) 1910 514 640 Turn Bay Length (ft) Base Capacity (vph) 1199 1175 704 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.50 0.48 0.59 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. H-9 312 HCM 6th Signalized Intersection Summary 2025 Total Future AM (Impr) 2: I-81 SB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 342 206 32 491 0000292351 Future Volume (veh/h) 0 342 206 32 491 0000292351 Initial Q (Qb), veh 000000 000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1870 1870 1870 1870 0 1870 1870 1870 Adj Flow Rate, veh/h 0 372 224 35 534 0 32 2 382 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %022220 222 Cap, veh/h 0 606 365 84 962 0 35 2 420 Arrive On Green 0.00 0.55 0.55 1.00 1.00 0.00 0.29 0.29 0.29 Sat Flow, veh/h 0 1093 658 59 1736 0 123 8 1469 Grp Volume(v), veh/h 0 0 596 569 0 0 416 0 0 Grp Sat Flow(s),veh/h/ln 0 0 1752 1795 0 0 1600 0 0 Q Serve(g_s), s 0.0 0.0 17.2 0.0 0.0 0.0 18.8 0.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 17.2 0.0 0.0 0.0 18.8 0.0 0.0 Prop In Lane 0.00 0.38 0.06 0.00 0.08 0.92 Lane Grp Cap(c), veh/h 0 0 971 1046 0 0 457 0 0 V/C Ratio(X)0.00 0.00 0.61 0.54 0.00 0.00 0.91 0.00 0.00 Avail Cap(c_a), veh/h 0 0 971 1046 0 0 491 0 0 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.00 0.00 0.95 0.97 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 0.0 11.3 0.0 0.0 0.0 25.9 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 2.8 2.0 0.0 0.0 20.3 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 5.9 0.6 0.0 0.0 9.3 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 0.0 14.0 2.0 0.0 0.0 46.1 0.0 0.0 LnGrp LOS AABAAA DAA Approach Vol, veh/h 596 569 416 Approach Delay, s/veh 14.0 2.0 46.1 Approach LOS B A D Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 47.6 27.4 47.6 Change Period (Y+Rc), s 6.0 6.0 6.0 Max Green Setting (Gmax), s 40.0 23.0 40.0 Max Q Clear Time (g_c+I1), s 19.2 20.8 2.0 Green Ext Time (p_c), s 3.7 0.6 3.9 Intersection Summary HCM 6th Ctrl Delay 18.1 HCM 6th LOS B H-10 313 Queues 2025 Total Future AM (Impr) 3: Reliance Rd & Main St 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 5 Lane Group WBT WBR NBT SBL SBT Lane Group Flow (vph) 140 616 416 184 99 v/c Ratio 0.46 0.66 0.66 0.33 0.08 Control Delay 28.9 7.4 21.9 7.6 5.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 28.9 7.4 21.9 7.6 5.9 Queue Length 50th (ft) 43 29 111 25 13 Queue Length 95th (ft) 116 139 246 63 37 Internal Link Dist (ft) 1910 1328 4435 Turn Bay Length (ft) 242 285 Base Capacity (vph) 728 1182 1187 834 1746 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.19 0.52 0.35 0.22 0.06 Intersection Summary H-11 314 HCM 6th Signalized Intersection Summary 2025 Total Future AM (Impr) 3: Reliance Rd & Main St 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 129 0 567 0 223 160 169 91 0 Future Volume (veh/h) 0 0 0 129 0 567 0 223 160 169 91 0 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 0 0 140 0 616 0 242 174 184 99 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %222222222222 Cap, veh/h 0 679 0 615 0 731 0 291 209 337 878 0 Arrive On Green 0.00 0.00 0.00 0.36 0.00 0.36 0.00 0.29 0.29 0.10 0.47 0.00 Sat Flow, veh/h 0 1870 0 1418 0 1585 0 1012 728 1781 1870 0 Grp Volume(v), veh/h 0 0 0 140 0 616 0 0 416 184 99 0 Grp Sat Flow(s),veh/h/ln 0 1870 0 1418 0 1585 0 0 1739 1781 1870 0 Q Serve(g_s), s 0.0 0.0 0.0 5.0 0.0 24.5 0.0 0.0 16.0 4.8 2.1 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.0 5.0 0.0 24.5 0.0 0.0 16.0 4.8 2.1 0.0 Prop In Lane 0.00 0.00 1.00 1.00 0.00 0.42 1.00 0.00 Lane Grp Cap(c), veh/h 0 679 0 615 0 731 0 0 500 337 878 0 V/C Ratio(X) 0.00 0.00 0.00 0.23 0.00 0.84 0.00 0.00 0.83 0.55 0.11 0.00 Avail Cap(c_a), veh/h 0 679 0 615 0 731 0 0 874 659 1619 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 16.1 0.0 17.0 0.0 0.0 23.9 16.5 10.6 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.2 0.0 8.8 0.0 0.0 3.7 1.4 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 0.0 1.4 0.0 9.0 0.0 0.0 6.7 1.9 0.8 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 0.0 0.0 16.3 0.0 25.8 0.0 0.0 27.6 17.9 10.7 0.0 LnGrp LOS AAABACAACBBA Approach Vol, veh/h 0 756 416 283 Approach Delay, s/veh 0.0 24.1 27.6 15.4 Approach LOS C C B Timer - Assigned Phs 1 2468 Phs Duration (G+Y+Rc), s 13.0 26.6 32.0 39.6 32.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 20.0 36.0 26.0 62.0 26.0 Max Q Clear Time (g_c+I1), s 6.8 18.0 0.0 4.1 26.5 Green Ext Time (p_c), s 0.4 2.5 0.0 0.6 0.0 Intersection Summary HCM 6th Ctrl Delay 23.4 HCM 6th LOS C H-12 315 HCM 6th TWSC 2025 Total Future PM 1: I-81 NB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 1 Intersection Int Delay, s/veh 37 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 277 202 0 0 166 83 204 5 44 0 0 0 Future Vol, veh/h 277 202 0 0 166 83 204 5 44 0 0 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97 Heavy Vehicles, % 3 33333333333 Mvmt Flow 286 208 0 0 171 86 210 5 45 0 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 257 0 - - - 0 994 1037 208 Stage 1 ------780780- Stage 2 ------214257- Critical Hdwy 4.13 -----6.43 6.53 6.23 Critical Hdwy Stg 1 ------5.43 5.53 - Critical Hdwy Stg 2 ------5.43 5.53 - Follow-up Hdwy 2.227 -----3.527 4.027 3.327 Pot Cap-1 Maneuver 1302 - 0 0 - - 271 230 830 Stage 1 - - 0 0 - - 450 404 - Stage 2 - - 0 0 - - 819 693 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1302 -----~ 2040830 Mov Cap-2 Maneuver ------~ 2040- Stage 1 ------3380- Stage 2 ------8190- Approach EB WB NB HCM Control Delay, s 4.9 0 134.2 HCM LOS F Minor Lane/Major Mvmt NBLn1 EBL EBT WBT WBR Capacity (veh/h)236 1302 - - - HCM Lane V/C Ratio 1.105 0.219 - - - HCM Control Delay (s) 134.2 8.5 0 - - HCM Lane LOS F A A - - HCM 95th %tile Q(veh) 11.6 0.8 - - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon H-13 316 HCM 6th TWSC 2025 Total Future PM 2: I-81 SB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 2 Intersection Int Delay, s/veh 7.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 417 252 30 340 0000620330 Future Vol, veh/h 0 417 252 30 340 0000620330 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehicles, % 3 33333333333 Mvmt Flow 0 434 263 31 354 0000650344 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 0 697 0 0 982 1113 354 Stage 1 ------ 416416- Stage 2 ------ 566697- Critical Hdwy - - - 4.13 - -6.43 6.53 6.23 Critical Hdwy Stg 1 ------5.43 5.53 - Critical Hdwy Stg 2 ------5.43 5.53 - Follow-up Hdwy - - - 2.227 - - 3.527 4.027 3.327 Pot Cap-1 Maneuver 0 - - 895 - 0 275 208 688 Stage 1 0 ----0 664590- Stage 2 0 ----0 566441- Platoon blocked, %- -- Mov Cap-1 Maneuver - - - 895 - -263 0 688 Mov Cap-2 Maneuver ------2630- Stage 1 ------ 6640- Stage 2 ------ 5420- Approach EB WB SB HCM Control Delay, s 0 0.7 28.3 HCM LOS D Minor Lane/Major Mvmt EBT EBR WBL WBTSBLn1 Capacity (veh/h)- - 895 - 548 HCM Lane V/C Ratio - - 0.035 - 0.745 HCM Control Delay (s) - - 9.2 0 28.3 HCM Lane LOS - - A A D HCM 95th %tile Q(veh) - - 0.1 - 6.4 H-14 317 HCM 6th TWSC 2025 Total Future PM 3: Reliance Rd & Main St 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 3 Intersection Int Delay, s/veh 42 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 0 1 214 1 173 0 126 183 266 257 0 Future Vol, veh/h 1 0 1 214 1 173 0 126 183 266 257 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length -----242---285-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97 Heavy Vehicles, % 3 33333555555 Mvmt Flow 1 0 1 221 1 178 0 130 189 274 265 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1127 1132 265 1039 1038 225 265 0 0 319 0 0 Stage 1 813 813 - 225 225 ------- Stage 2 314 319 - 814 813 ------- Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.15 - - 4.15 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 ------- Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 ------- Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.245 - - 2.245 - - Pot Cap-1 Maneuver 181 202 771 ~ 208 230 812 1282 - - 1224 - - Stage 1 371 390 - 775 716 ------- Stage 2 695 651 - 370 390 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 116 157 771 ~ 172 178 812 1282 - - 1224 - - Mov Cap-2 Maneuver 116 157 - ~ 172 178 ------- Stage 1 371 303 - 775 716 ------- Stage 2 542 651 - 287 303 ------- Approach EB WB NB SB HCM Control Delay, s 23 126 0 4.5 HCM LOS C F Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h)1282 - - 202 172 812 1224 - - HCM Lane V/C Ratio - - - 0.01 1.289 0.22 0.224 - - HCM Control Delay (s) 0 - - 23 218.8 10.7 8.8 - - HCM Lane LOS A - - C F B A - - HCM 95th %tile Q(veh) 0 - - 0 12.7 0.8 0.9 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon H-15 318 HCM 6th TWSC 2025 Total Future PM 4: Valley Pike & Mustang Ln 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 4 Intersection Int Delay, s/veh 1.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 36 41 252 18 20 457 Future Vol, veh/h 36 41 252 18 20 457 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 282 303 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 25225 Mvmt Flow 40 46 280 20 22 508 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 832 280 0 0 300 0 Stage 1 280 ----- Stage 2 552 ----- Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 339 759 - - 1261 - Stage 1 767 ----- Stage 2 577 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 333 759 - - 1261 - Mov Cap-2 Maneuver 333 ----- Stage 1 767 ----- Stage 2 567 ----- Approach WB NB SB HCM Control Delay, s 14.2 0 0.3 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 475 1261 - HCM Lane V/C Ratio - - 0.18 0.018 - HCM Control Delay (s) - - 14.2 7.9 - HCM Lane LOS - - B A - HCM 95th %tile Q(veh) - - 0.7 0.1 - H-16 319 HCM 6th TWSC 2025 Total Future PM 5: Valley Pike & Site Driveway 1 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 5 Intersection Int Delay, s/veh 1.6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 81 8 286 13 1 406 Future Vol, veh/h 81 8 286 13 1 406 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 200 200 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 25225 Mvmt Flow 90 9 318 14 1 451 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 771 318 0 0 332 0 Stage 1 318 ----- Stage 2 453 ----- Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 368 723 - - 1227 - Stage 1 738 ----- Stage 2 640 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 368 723 - - 1227 - Mov Cap-2 Maneuver 479 ----- Stage 1 738 ----- Stage 2 639 ----- Approach WB NB SB HCM Control Delay, s 14.1 0 0 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 494 1227 - HCM Lane V/C Ratio - - 0.2 0.001 - HCM Control Delay (s) - - 14.1 7.9 - HCM Lane LOS - - B A - HCM 95th %tile Q(veh) - - 0.7 0 - H-17 320 HCM 6th TWSC 2025 Total Future PM 6: Valley Pike & SIte Driveway 2 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 6 Intersection Int Delay, s/veh 1.3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 57 16 284 10 2 350 Future Vol, veh/h 57 16 284 10 2 350 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 200 200 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 25225 Mvmt Flow 62 17 309 11 2 380 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 693 309 0 0 320 0 Stage 1 309 ----- Stage 2 384 ----- Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 409 731 - - 1240 - Stage 1 745 ----- Stage 2 688 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 408 731 - - 1240 - Mov Cap-2 Maneuver 512 ----- Stage 1 745 ----- Stage 2 687 ----- Approach WB NB SB HCM Control Delay, s 12.7 0 0 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 548 1240 - HCM Lane V/C Ratio - - 0.145 0.002 - HCM Control Delay (s) - - 12.7 7.9 - HCM Lane LOS - - B A - HCM 95th %tile Q(veh) - - 0.5 0 - H-18 321 Queues 2025 Total Future PM (Impr) 1: I-81 NB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 1 Lane Group EBT WBT NBT Lane Group Flow (vph) 494 257 260 v/c Ratio 0.61 0.22 0.75 Control Delay 7.1 4.9 41.4 Queue Delay 0.0 0.0 0.0 Total Delay 7.1 4.9 41.4 Queue Length 50th (ft) 47 33 107 Queue Length 95th (ft) 72 64 #189 Internal Link Dist (ft) 514 805 446 Turn Bay Length (ft) Base Capacity (vph) 814 1161 391 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.61 0.22 0.66 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. H-19 322 HCM 6th Signalized Intersection Summary 2025 Total Future PM (Impr) 1: I-81 NB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 277 202 0 0 166 83 204 5 44 0 0 0 Future Volume (veh/h) 277 202 0 0 166 83 204 5 44 0 0 0 Initial Q (Qb), veh 000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1856 1856 0 0 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 286 208 0 0 171 86 210 5 45 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %330033333 Cap, veh/h 544 377 0 0 771 388 248 6 53 Arrive On Green 1.00 1.00 0.00 0.00 0.66 0.66 0.18 0.18 0.18 Sat Flow, veh/h 707 569 0 0 1164 586 1399 33 300 Grp Volume(v), veh/h 494 000025726000 Grp Sat Flow(s),veh/h/ln 1276 00001750 1732 0 0 Q Serve(g_s), s 3.7 0.0 0.0 0.0 0.0 4.4 10.9 0.0 0.0 Cycle Q Clear(g_c), s 8.0 0.0 0.0 0.0 0.0 4.4 10.9 0.0 0.0 Prop In Lane 0.58 0.00 0.00 0.33 0.81 0.17 Lane Grp Cap(c), veh/h 921 00001159 308 0 0 V/C Ratio(X) 0.54 0.00 0.00 0.00 0.00 0.22 0.85 0.00 0.00 Avail Cap(c_a), veh/h 921 00001159 381 0 0 HCM Platoon Ratio 1.67 1.67 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.80 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.2 0.0 0.0 0.0 0.0 5.0 29.8 0.0 0.0 Incr Delay (d2), s/veh 1.8 0.0 0.0 0.0 0.0 0.4 13.5 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 0.0 0.0 0.0 0.0 1.2 5.5 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 2.0 0.0 0.0 0.0 0.0 5.5 43.3 0.0 0.0 LnGrp LOS AAAAAADAA Approach Vol, veh/h 494 257 260 Approach Delay, s/veh 2.0 5.5 43.3 Approach LOS A A D Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 55.7 55.7 19.3 Change Period (Y+Rc), s 6.0 6.0 6.0 Max Green Setting (Gmax), s 46.5 46.5 16.5 Max Q Clear Time (g_c+I1), s 10.0 6.4 12.9 Green Ext Time (p_c), s 3.6 1.5 0.5 Intersection Summary HCM 6th Ctrl Delay 13.5 HCM 6th LOS B H-20 323 Queues 2025 Total Future PM (Impr) 2: I-81 SB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 3 Lane Group EBT WBT SBT Lane Group Flow (vph) 697 385 409 v/c Ratio 0.56 0.33 0.77 Control Delay 8.8 8.0 16.3 Queue Delay 0.0 0.0 0.0 Total Delay 8.8 8.0 16.3 Queue Length 50th (ft) 107 108 28 Queue Length 95th (ft) 307 233 99 Internal Link Dist (ft) 1910 514 640 Turn Bay Length (ft) Base Capacity (vph) 1234 1183 735 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.56 0.33 0.56 Intersection Summary H-21 324 HCM 6th Signalized Intersection Summary 2025 Total Future PM (Impr) 2: I-81 SB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 417 252 30 340 0000620330 Future Volume (veh/h) 0 417 252 30 340 0000620330 Initial Q (Qb), veh 000000 000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1856 1856 1856 1856 0 1856 1856 1856 Adj Flow Rate, veh/h 0 434 262 31 354 0 65 0 344 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %033330 333 Cap, veh/h 0 605 365 87 868 0 72 0 380 Arrive On Green 0.00 0.56 0.56 1.00 1.00 0.00 0.28 0.00 0.28 Sat Flow, veh/h 0 1084 654 63 1555 0 254 0 1346 Grp Volume(v), veh/h 0 0 696 385 0 0 409 0 0 Grp Sat Flow(s),veh/h/ln 0 0 1738 1617 0 0 1601 0 0 Q Serve(g_s), s 0.0 0.0 22.1 2.3 0.0 0.0 18.5 0.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 22.1 24.5 0.0 0.0 18.5 0.0 0.0 Prop In Lane 0.00 0.38 0.08 0.00 0.16 0.84 Lane Grp Cap(c), veh/h 0 0 970 954 0 0 451 0 0 V/C Ratio(X)0.00 0.00 0.72 0.40 0.00 0.00 0.91 0.00 0.00 Avail Cap(c_a), veh/h 0 0 970 954 0 0 491 0 0 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.00 0.00 0.84 0.98 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 0.0 12.2 0.2 0.0 0.0 26.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 3.8 1.2 0.0 0.0 19.5 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 7.6 0.3 0.0 0.0 9.1 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 0.0 16.1 1.5 0.0 0.0 45.5 0.0 0.0 LnGrp LOS AABAAA DAA Approach Vol, veh/h 696 385 409 Approach Delay, s/veh 16.1 1.5 45.5 Approach LOS B A D Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 47.9 27.1 47.9 Change Period (Y+Rc), s 6.0 6.0 6.0 Max Green Setting (Gmax), s 40.0 23.0 40.0 Max Q Clear Time (g_c+I1), s 24.1 20.5 26.5 Green Ext Time (p_c), s 4.1 0.7 1.8 Intersection Summary HCM 6th Ctrl Delay 20.4 HCM 6th LOS C H-22 325 Queues 2025 Total Future PM (Impr) 3: Reliance Rd & Main St 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 5 Lane Group EBT WBT WBR NBT SBL SBT Lane Group Flow (vph) 2 222 178 319 274 265 v/c Ratio 0.00 0.65 0.19 0.68 0.52 0.27 Control Delay 0.0 31.9 2.0 24.7 12.3 9.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 0.0 31.9 2.0 24.7 12.3 9.1 Queue Length 50th (ft) 0 71 0 75 48 46 Queue Length 95th (ft) 0 173 26 194 118 112 Internal Link Dist (ft)67 1910 1328 4435 Turn Bay Length (ft)242 285 Base Capacity (vph) 725 593 1149 1052 696 1666 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.00 0.37 0.15 0.30 0.39 0.16 Intersection Summary H-23 326 HCM 6th Signalized Intersection Summary 2025 Total Future PM (Impr) 3: Reliance Rd & Main St 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 1 0 1 214 1 173 0 126 183 266 257 0 Future Volume (veh/h) 1 0 1 214 1 173 0 126 183 266 257 0 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1826 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 1 0 1 221 1 178 0 130 189 274 265 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %333333555555 Cap, veh/h 144 32 75 431 1 641 0 172 249 477 947 0 Arrive On Green 0.26 0.00 0.26 0.26 0.26 0.26 0.00 0.26 0.26 0.15 0.52 0.00 Sat Flow, veh/h 168 123 292 1154 5 1572 0 672 978 1739 1826 0 Grp Volume(v), veh/h 2 0 0 222 0 178 0 0 319 274 265 0 Grp Sat Flow(s),veh/h/ln 583 0 0 1159 0 1572 0 0 1650 1739 1826 0 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 4.0 0.0 0.0 9.5 5.5 4.4 0.0 Cycle Q Clear(g_c), s 10.3 0.0 0.0 10.3 0.0 4.0 0.0 0.0 9.5 5.5 4.4 0.0 Prop In Lane 0.50 0.50 1.00 1.00 0.00 0.59 1.00 0.00 Lane Grp Cap(c), veh/h 251 0 0 432 0 641 0 0 421 477 947 0 V/C Ratio(X) 0.01 0.00 0.00 0.51 0.00 0.28 0.00 0.00 0.76 0.57 0.28 0.00 Avail Cap(c_a), veh/h 565 0 0 757 0 1004 0 0 1114 867 2123 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 15.4 0.0 0.0 18.6 0.0 10.6 0.0 0.0 18.3 11.5 7.2 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.9 0.0 0.2 0.0 0.0 2.8 1.1 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 0.0 2.2 0.0 1.1 0.0 0.0 3.6 1.9 1.4 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 15.4 0.0 0.0 19.5 0.0 10.8 0.0 0.0 21.2 12.6 7.4 0.0 LnGrp LOS BAABABAACBAA Approach Vol, veh/h 2 400 319 539 Approach Delay, s/veh 15.4 15.6 21.2 10.0 Approach LOS B B C B Timer - Assigned Phs 1 2468 Phs Duration (G+Y+Rc), s 14.1 19.6 19.7 33.7 19.7 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 20.0 36.0 26.0 62.0 26.0 Max Q Clear Time (g_c+I1), s 7.5 11.5 12.3 6.4 12.3 Green Ext Time (p_c), s 0.6 2.1 0.0 1.7 1.4 Intersection Summary HCM 6th Ctrl Delay 14.6 HCM 6th LOS B H-24 327 HCM 6th TWSC Total Future (1-Driveway) AM 5: Valley Pike & Site Driveway 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 1 Intersection Int Delay, s/veh 1.6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 60 10 227 434 76 231 Future Vol, veh/h 60 10 227 434 76 231 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 200 200 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 65 11 247 472 83 251 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 664 247 0 0 719 0 Stage 1 247 ----- Stage 2 417 ----- Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 426 792 - - 882 - Stage 1 794 ----- Stage 2 665 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 386 792 - - 882 - Mov Cap-2 Maneuver 481 ----- Stage 1 794 ----- Stage 2 602 ----- Approach WB NB SB HCM Control Delay, s 13.3 0 2.4 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 510 882 - HCM Lane V/C Ratio - - 0.149 0.094 - HCM Control Delay (s) - - 13.3 9.5 - HCM Lane LOS - - B A - HCM 95th %tile Q(veh) - - 0.5 0.3 - H-25 328 HCM 6th TWSC Total Future (1 Driveway) PM 5: Valley Pike & Site Driveway 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 1 Intersection Int Delay, s/veh 3.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 138 24 276 23 3 349 Future Vol, veh/h 138 24 276 23 3 349 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 200 200 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 25225 Mvmt Flow 153 27 307 26 3 388 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 701 307 0 0 333 0 Stage 1 307 ----- Stage 2 394 ----- Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 405 733 - - 1226 - Stage 1 746 ----- Stage 2 681 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 404 733 - - 1226 - Mov Cap-2 Maneuver 508 ----- Stage 1 746 ----- Stage 2 680 ----- Approach WB NB SB HCM Control Delay, s 15.2 0 0.1 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 532 1226 - HCM Lane V/C Ratio - - 0.338 0.003 - HCM Control Delay (s) - - 15.2 7.9 - HCM Lane LOS - - C A - HCM 95th %tile Q(veh) - - 1.5 0 - H-26 329 Hester Trust Property Traffic Impact Study APPENDIX I Turn Lane Warrant Analysis 330 Table I-1a Hester Property Frederick County, Virginia AM Peak Hour Left Turn Lane Warrant Analysis Left Turn Lane Warrant South Site Driveway/Village Drive AM Peak Hour (Southbound Left)Site Buildout 1. Enter operating speed of 40, 50, or 60 mph >50 mph 2. Enter advancing volumes Lefts >25 vph Throughs >255 vph Percent left turns=8.93% Rights >0 vph Total > 280 vph 3. Enter opposing volume >662 vph The maximum allowable advancing volume => 262 vph A left turn lane is warranted. Table 9-23 A POLICY ON GEOMETRIC DESIGN OF HIGHWAYS AND STREETS, 2018. (AASHTO) Advancing Volume/Hour Opposing 5% 10% 20% 30% Volume Left Turns Left Turns Left Turns Left Turns 40-mph Operating Speed (60 km/h) 800 330 240 180 160 600 410 305 225 200 400 510 380 275 245 200 640 470 350 305 100 720 515 390 340 50-mph Operating Speed (80 km/h) 800 280 210 165 135 600 350 260 195 170 400 430 320 240 210 200 550 400 300 270 100 615 445 335 295 60-mph Operating Speed (100 km/h) 800 230 170 125 115 600 290 210 160 140 400 365 270 200 175 200 450 330 250 215 100 505 370 275 240 Wells + Associates, Inc. Tysons, Virginia I-1 331 Table I-1b Hester Property Frederick County, Virginia PM Peak Hour Left Turn Lane Warrant Analysis Left Turn Lane Warrant South Site Driveway/Village Drive PM Peak Hour (Southbound Left)Site Buildout 1. Enter operating speed of 40, 50, or 60 mph >50 mph 2. Enter advancing volumes Lefts >1 vph Throughs >406 vph Percent left turns=0% Rights >0 vph Total > 407 vph 3. Enter opposing volume >299 vph The maximum allowable advancing volume => 491 vph A left turn lane is not warranted. Table 9-23 A POLICY ON GEOMETRIC DESIGN OF HIGHWAYS AND STREETS, 2018. (AASHTO) Advancing Volume/Hour Opposing 5% 10% 20% 30% Volume Left Turns Left Turns Left Turns Left Turns 40-mph Operating Speed (60 km/h) 800 330 240 180 160 600 410 305 225 200 400 510 380 275 245 200 640 470 350 305 100 720 515 390 340 50-mph Operating Speed (80 km/h) 800 280 210 165 135 600 350 260 195 170 400 430 320 240 210 200 550 400 300 270 100 615 445 335 295 60-mph Operating Speed (100 km/h) 800 230 170 125 115 600 290 210 160 140 400 365 270 200 175 200 450 330 250 215 100 505 370 275 240 Wells + Associates, Inc. Tysons, Virginia I-2 332 Table I-2a Hester Property Frederick County, Virginia AM Peak Hour Left Turn Lane Warrant Analysis Left Turn Lane Warrant North Site Driveway/Village Drive AM Peak Hour (Southbound Left)Site Buildout 1. Enter operating speed of 40, 50, or 60 mph >50 mph 2. Enter advancing volumes Lefts >51 vph Throughs >256 vph Percent left turns=16.61% Rights >0 vph Total > 307 vph 3. Enter opposing volume >409 vph The maximum allowable advancing volume => 265 vph A left turn lane is warranted. Table 9-23 A POLICY ON GEOMETRIC DESIGN OF HIGHWAYS AND STREETS, 2018. (AASHTO) Advancing Volume/Hour Opposing 5% 10% 20% 30% Volume Left Turns Left Turns Left Turns Left Turns 40-mph Operating Speed (60 km/h) 800 330 240 180 160 600 410 305 225 200 400 510 380 275 245 200 640 470 350 305 100 720 515 390 340 50-mph Operating Speed (80 km/h) 800 280 210 165 135 600 350 260 195 170 400 430 320 240 210 200 550 400 300 270 100 615 445 335 295 60-mph Operating Speed (100 km/h) 800 230 170 125 115 600 290 210 160 140 400 365 270 200 175 200 450 330 250 215 100 505 370 275 240 Wells + Associates, Inc. Tysons, Virginia I-3 333 Table I-2b Hester Property Frederick County, Virginia PM Peak Hour Left Turn Lane Warrant Analysis Left Turn Lane Warrant North Site Driveway/Village Drive PM Peak Hour (Southbound Left)Site Buildout 1. Enter operating speed of 40, 50, or 60 mph >50 mph 2. Enter advancing volumes Lefts >2 vph Throughs >350 vph Percent left turns=1% Rights >0 vph Total > 352 vph 3. Enter opposing volume >294 vph The maximum allowable advancing volume => 494 vph A left turn lane is not warranted. Table 9-23 A POLICY ON GEOMETRIC DESIGN OF HIGHWAYS AND STREETS, 2018. (AASHTO) Advancing Volume/Hour Opposing 5% 10% 20% 30% Volume Left Turns Left Turns Left Turns Left Turns 40-mph Operating Speed (60 km/h) 800 330 240 180 160 600 410 305 225 200 400 510 380 275 245 200 640 470 350 305 100 720 515 390 340 50-mph Operating Speed (80 km/h) 800 280 210 165 135 600 350 260 195 170 400 430 320 240 210 200 550 400 300 270 100 615 445 335 295 60-mph Operating Speed (100 km/h) 800 230 170 125 115 600 290 210 160 140 400 365 270 200 175 200 450 330 250 215 100 505 370 275 240 Wells + Associates, Inc. Tysons, Virginia I-4 334 Table I-3c Hester Property Frederick County, Virginia AM Peak Hour Left Turn Lane Warrant Analysis Left Turn Lane Warrant Main Site Driveway/Village Drive AM Peak Hour (Southbound Left)Site Buildout 1. Enter operating speed of 40, 50, or 60 mph >50 mph 2. Enter advancing volumes Lefts >76 vph Throughs >231 vph Percent left turns=24.76% Rights >0 vph Total > 307 vph 3. Enter opposing volume >661 vph The maximum allowable advancing volume => 173 vph A left turn lane is warranted. Table 9-23 A POLICY ON GEOMETRIC DESIGN OF HIGHWAYS AND STREETS, 2018. (AASHTO) Advancing Volume/Hour Opposing 5% 10% 20% 30% Volume Left Turns Left Turns Left Turns Left Turns 40-mph Operating Speed (60 km/h) 800 330 240 180 160 600 410 305 225 200 400 510 380 275 245 200 640 470 350 305 100 720 515 390 340 50-mph Operating Speed (80 km/h) 800 280 210 165 135 600 350 260 195 170 400 430 320 240 210 200 550 400 300 270 100 615 445 335 295 60-mph Operating Speed (100 km/h) 800 230 170 125 115 600 290 210 160 140 400 365 270 200 175 200 450 330 250 215 100 505 370 275 240 Wells + Associates, Inc. Tysons, Virginia I-5 335 Table I-3c Hester Property Frederick County, Virginia PM Peak Hour Left Turn Lane Warrant Analysis Left Turn Lane Warrant Main Site Driveway/Village Drive PM Peak Hour (Southbound Left)Site Buildout 1. Enter operating speed of 40, 50, or 60 mph >50 mph 2. Enter advancing volumes Lefts >3 vph Throughs >349 vph Percent left turns=1% Rights >0 vph Total > 352 vph 3. Enter opposing volume >299 vph The maximum allowable advancing volume => 491 vph A left turn lane is not warranted. Table 9-23 A POLICY ON GEOMETRIC DESIGN OF HIGHWAYS AND STREETS, 2018. (AASHTO) Advancing Volume/Hour Opposing 5% 10% 20% 30% Volume Left Turns Left Turns Left Turns Left Turns 40-mph Operating Speed (60 km/h) 800 330 240 180 160 600 410 305 225 200 400 510 380 275 245 200 640 470 350 305 100 720 515 390 340 50-mph Operating Speed (80 km/h) 800 280 210 165 135 600 350 260 195 170 400 430 320 240 210 200 550 400 300 270 100 615 445 335 295 60-mph Operating Speed (100 km/h) 800 230 170 125 115 600 290 210 160 140 400 365 270 200 175 200 450 330 250 215 100 505 370 275 240 Wells + Associates, Inc. Tysons, Virginia I-6 336 2025 TF AM (662, 256) 2025 TF PM (299, 13) Northbound Route 11 at South Site Driveway Source: VDOT Road Design Manual Page F‐72 ‐Figure 3‐26. I-7 337 2025 TF AM (409, 179) 2025 TF PM (294, 10) Northbound Route 11 at North Site Driveway Source: VDOT Road Design Manual Page F‐72 ‐Figure 3‐26. I-8 338 2025 TF AM (661, 434) 2025 TF PM (299, 23) Northbound Route 11 at Main Site Driveway Source: VDOT Road Design Manual Page F‐72 ‐Figure 3‐26. I-9 339 I-81 AT RELIANCE ROAD OPERATIONAL AND SAFETY ANALYSIS REPORT FREDERICK COUNTY, VIRGINIA February 9, 2023 Revised November 14, 2023 340 www.WellsAndAssociates.com @WellsAssoc @WellsandAssociates Wells + Associates I-81 at Reliance Road Operational and Safety Analysis Report Frederick County, Virginia February 9, 2023 Revised Through November 14, 2023 Prepared for: Hester Trust Property Middletown, LLC Prepared by: Wells + Associates Michael J. Workosky, PTP, TOPS, TSOS John F. Cavan, P.E., PTOE (703) 917-6620 341 I-81 at Reliance Road Operational and Safety Analysis Report Novemebr 14, 2023 I-81 at Reliance Road - Operational and Safety Analysis Report (OSAR) We the undersigned concur with the suggested level of information contained in this OSAR document: District Location and Design Engineer Date District Traffic Engineer Date District Environmental Manager Date Asst. State Location and Date Design Engineer State Location and Design Engineer Date FHWA Area Engineer Date 342 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 TABLE OF CONTENTS PAGE Section 1 EXECUTIVE SUMMARY _________________________________________________________ 1 Purpose of Study ..................................................................................................................... 1 Report Summary ..................................................................................................................... 2 Section 2 INTRODUCTION ______________________________________________________________ 3 Background ............................................................................................................................. 3 Purpose and Need ................................................................................................................... 3 Project Location ...................................................................................................................... 4 Section 3 METHODOLOGY ______________________________________________________________ 6 Overview ................................................................................................................................. 6 Study Area ............................................................................................................................... 7 Section 4 EXISTING CONDITIONS _________________________________________________________ 9 Existing Roadway Network ...................................................................................................... 9 Interchanges ......................................................................................................................... 10 Alternative Travel Modes ...................................................................................................... 10 Existing Traffic Data and Operational Performance .............................................................. 10 Existing Safety Data ............................................................................................................... 12 Section 5 ALTERNATIVES CONSIDERED ___________________________________________________ 17 Overview ............................................................................................................................... 17 No Build Alternative (2022 and 2047) ................................................................................... 17 Build Alternative (2022 and 2047) ......................................................................................... 17 Section 6 DESCRIPTION AND CONFIGURATION ____________________________________________ 22 Overview ............................................................................................................................... 22 Section 7 ROADWAY GEOMETRY ________________________________________________________ 25 Existing (No Build) ................................................................................................................. 25 Proposed (Build) .................................................................................................................... 25 343 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 PAGE Section 8 FORECASTED TRAFFIC VOLUMES AND OPERATIONS ________________________________ 26 Opening Year (2025) and Design Year (2047) Traffic Forecasting ......................................... 26 Opening Year (2025) Traffic Operations ................................................................................ 27 Design Year (2047) Traffic Operations ................................................................................... 29 Funding Source and Developer Contribution ....................................................................... 31 Section 9 SAFETY ANALYSIS ____________________________________________________________ 44 Safety Impact Comparison .................................................................................................... 44 Section 10 CONCLUSIONS ______________________________________________________________ 46 Conclusions ........................................................................................................................... 46 344 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 LIST OF FIGURES FIGURE TITLE PAGE 2-1 Project Location ........................................................................................................... 5 3-1 Limits of Study Area .................................................................................................... 8 4-1 Existing Lane Use and Traffic Control ........................................................................ 13 4-2 Existing Peak Hour Traffic Volumes ........................................................................... 14 5-1 Future No Build Conditions Lane Use and Traffic Control ......................................... 19 5-2 Future Build Conditions Lane Use and Traffic Control (Alternative A) ....................... 20 5-3 Future Build Conditions Lane Use and Traffic Control (Alternative B) ....................... 21 6-1 Existing Interchange Layout....................................................................................... 23 6-2 Potential Interchange Geometric Improvements ...................................................... 24 8-1 Opening Year (2025) Peak Hour Traffic Forecasts ..................................................... 32 8-2 Design Year (2047) Peak Hour Traffic Forecasts ........................................................ 33 8-3 Opening Year (2025) No Build Conditions Traffic Operations .................................... 34 8-4 Design Year (2047) No Build Conditions Traffic Operations (Alternative A) .............. 35 8-5 Opening Year (2025) Build Conditions Traffic Operations (Alternative A) ................. 36 8-6 Design Year (2047) Build Conditions Traffic Operations (Alternative A) .................... 37 8-7 Opening Year (2025) Build Conditions Traffic Operations (Alternative B) ................. 38 8-8 Design Year (2047) Build Conditions Traffic Operations (Alternative B) .................... 39 LIST OF TABLES TABLE TITLE PAGE 4-1 Existing (2022) Conditions Levels of Service Summary .............................................. 15 4-2 Summary Queuing Summary ..................................................................................... 16 8-1 Opening Year (2025) Conditions Levels of Service Summary ..................................... 38 8-2 Opening Year (2025) Conditions Queuing Summary ................................................. 39 8-3 Design Year (2047) Conditions Levels of Service Summary ....................................... 40 8-4 Design Year (2047) Conditions Queuing Summary .................................................... 41 9-1 Predicted Crash Analysis Summary ........................................................................... 45 345 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 LIST OF APPENDICES APPENDIX TITLE A Framework Document B Existing Traffic Count Data C Existing Intersection Levels of Service and Queues (2022) D VDOT Crash Data E Traffic Forecasts F Opening Year Conditions Levels of Service and Queues (2025) G Design Year Conditions Levels of Service and Queues (2047) H HSM Safety Analysis Worksheets 346 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 SECTION 1 EXECUTIVE SUMMARY Purpose of Study Wells + Associates prepared an Operational and Safety Analysis Report for proposed improvements at the I-81 interchange at Reliance Road. These improvements are being assessed as part of the Hester Trust Property rezoning application. The interchange at I-81 and Reliance Road (Mile Marker 302) is currently designed as a diamond interchange with single-lane approaches. The off-ramp intersections at Reliance Road operate under Stop-control. Reliance Road is a two-lane undivided roadway with no turn lanes provided at the interchange. This report has been updated based on comments provided by VDOT dated October 12, 2023 regarding the previously submitted study dated September 15, 2023. All comments have been incorporated into this updated report. The Applicant, Middletown, LLC, has submitted an application to rezone a property along the east side of Valley Pike (U.S. Route 11) and north of Mustang Lane (Tax Map #84-A-78) to provide a total of 848,000 S.F. of general light industrial uses. As part of the rezoning process for the Hester Trust Property the “Hester Trust Property – Transportation Impact Analysis” dated July 27, 2022 was prepared. The results of the study indicated that signalization of the Interstate 81 northbound and southbound ramp junctions with Reliance Road was recommended to accommodate future traffic conditions, with or without the development of the Hester Trust Property. The results further showed that signalization of these intersections would reduce vehicular delays and queuing, and had previously been recommended by other area traffic studies. As an alternative, the potential to provide an exclusive right turn lane on the I-81 SB Ramp approach that would allow the western interchange intersection to remain unsignalized while still maintaining acceptable levels of service was evaluated. Any potential contributions made by the developer to fund the mitigation measures identified in this study will be determined during the rezoning process and in coordination with VDOT and Frederick County staff. The proportion of the application’s impact on the potential improvements is discussed in greater detail later in this report. Therefore, in order to assess the impact to interchange operations under both current stop controlled and signalized conditions an Operational and Safety Analysis Report (OSAR) was requested by VDOT staff. In addition, the intersection of Valley Pike (U.S. Route 11)/Reliance Road is proposed to be signalized by others in conjunction with the Hester Trust Property rezoning and has been included in the study. It is noted that Signal Justification Reports (SJR’s) have be submitted for the I-81/Reliance Road 1 347 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 interchange Ramps intersections and the Valley Pike (U.S. Route 11)/Reliance Road intersection under separate cover. These reports indicate that the installation of a traffic signal is both warranted and justified at I-81/NB Ramps intersection, but is not warranted at the I-81/SB Ramps intersection assuming a separate southbound right turn lane is provided. . Warrants for signalization are met at the Valley Pike (U.S. Route 11/Reliance Road intersection that is planned to be constructed by others. Report Summary Traffic operations were evaluated for Baseline (2022), No-Build conditions (2025 and 2047), and the Build alternative (2025 and 2047) consistent with the procedures prescribed in the VDOT Instructional and Informational Memorandum (IIM-LD-200.11) “Development of Justification for Additional or Revised Access Points; Creation of Interchange Access Reports (IAR) and Operational and Safety Analysis Reports (OSAR)”. The operational analysis provided herein focuses on the I-81 NB and SB ramps to/from Reliance Road as well as operations along the Reliance Road corridor in the vicinity of the interchange. The comparison of the No-Build to the Build Option includes an evaluation of measures of effectiveness (MOE’s) specific to each roadway facility type as summarized below: Vehicular delay Volume-to-Capacity Ratios Queue Length (Average and 95th Percentile) As agreed with VDOT, Synchro software (version 11) was used to estimate the above MOE’s, which are included later in this report. Based on the operational analysis provided herein, the installation of traffic signals and turn lanes at the locations noted previously would provide acceptable levels-of-service and reduce vehicular delays and queuing. 2 348 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 SECTION 2 INTRODUCTION Background This Operational and Safety Analysis Report (OSAR) was prepared in conjunction with the Hester Trust Property rezoning case. The Applicant, Middletown, LLC, proposes to rezone the property to construct approximately 848,000 S.F. of general light industrial uses in Frederick County, Virginia. The new development is proposed to be constructed along the east side of Valley Pike (U.S. Route 11) and north of Mustang Lane (Tax Map #84-A-78). The subject site consists of approximately 101.25 total acres. A total of 77 acres is proposed to be developed with a total of 848,000 S.F. of general light industrial uses. A portion of the site (approximately 17.25 acres) will be reserved for future public use and regional stormwater management immediately to the west of Middletown Elementary School. Site access is proposed to be provided via two (2) full- movement driveways on Valley Pike (U.S. Route 11). No direct access to Mustang Lane is proposed for industrial uses. The site location is shown on Figure 2-1. Based on the previously prepared traffic impact study, signalization of the I-81 Off-ramp intersections at Reliance Road was recommended with or without the site development. The interchange is located at Mile Marker 302 on I-81. No change in access on I-81 is proposed. This OSAR assesses the impacts of signalization on operations at the I-81 ramps and the Reliance Road corridor. In addition, an alternative was assessed that evaluated the potential construction of an exclusive right turn on the I-81 SB Ramp approach while maintaining the existing Stop-control at the intersection. Purpose and Need The interchange at I-81 and Reliance Road (Mile Marker 302) is currently designed as a diamond interchange with single-lane approaches. The off-ramp intersections at Reliance Road operate under stop-control. Reliance Road is a two-lane undivided roadway with a recently approved speed limit resolution of 35 mph. Separate turn lanes are not provided at the interchange ramp intersections. As part of the rezoning process for the Hester Trust Property the “Hester Trust Property – Transportation Impact Analysis” dated July 27, 2022 was prepared. Based on the results of the study, signalization of the following intersections was recommended to accommodate future traffic conditions with or without the site development: 1. I-81 Northbound Ramps/Reliance Road 2. I-81 Southbound Ramps/Reliance Road Signalization of these above intersections would reduce vehicular delays and queuing. These improvements had previously been recommended by other area traffic studies. In order to 3 349 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 assess the impact to interchange operations, an Operational and Safety Analysis Report (OSAR) was requested by VDOT staff. In addition, the intersection of Valley Pike (U.S. Route 11)/Reliance Road is proposed to be signalized by others in conjunction with the rezoning and has been included in the study. Based on discussions with VDOT staff, an alternative condition was assessed that assumed the construction of an exclusive right turn on the I-81 SB Ramp approach while maintaining the existing Stop-control at the intersection. Signalization of the I-81 NB Ramp intersection on Reliance Road as assumed under this alternative scenario. Project Location As shown in Figure 2-1, the interchange of I-81 at Reliance Road is located at Mile Marker 302 and is approximately 2,200 feet east of Valley Pike (U.S. Route 11). The nearest interchange to the north on I-81 is at Fairfax Street (Route 277) approximately 4.7 miles from the subject interchange. The I-81 and I-66 interchange is located approximately 1.9 miles to the south. 4 350 SITEVA L L E Y P I K E M A I N S T R E E T MUSTANGLANEINTERSTATE8111INTERSTATE81INTERSTATE6611INTERSTATE81RELIANCE ROADSUBJECTINTERCHANGENORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\23.1108 OSAR GRAPHICS.DWGFigure 2-1Project LocationI-81 at Reliance Road OSARFrederick County, Virginia5351 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 SECTION 3 METHODOLOGY Overview The methodology used in the preparation of this OSAR analysis was coordinated with VDOT and is summarized in the approved Framework Document provided herein as Appendix A. The sections below summarize the methodology employed as agreed to with VDOT. Analysis Periods. Based on discussions with VDOT and as noted in the scoping document, this OSAR analysis included the following scenarios 2022 Existing Conditions 2025 Opening Year No-Build Conditions 2025 Opening Year Build Conditions 2047 Design Year No-Build Conditions 2047 Design Year Build Conditions This study evaluates the subject intersections under weekday AM (6:00 AM – 9:00 AM) and PM (4:00 PM – 7:00 PM) peak hour traffic conditions. Traffic Forecasting Methodology. Traffic forecasts were prepared based on methodologies provided in the “Hester Trust Property – Transportation Impact Analysis” dated July 27, 2022. A 1.0 percent annual growth rate was applied to movements along Valley Pike (U.S. Route 11), Reliance Road, and the I-81 Ramps, consistent with the original traffic study to account for the growth between the existing year (2022) and the opening year (2025). For the regional growth between the opening year (2025) and the design year (2047), a 0.5 percent annual growth rate was applied. In addition, traffic from the following pipeline projects was included in the future traffic forecasts: Village at Middletown Seasons of Middletown By-Right Gas Station For analysis purposes, the Institute of Transportation Engineers (ITE) Trip Generation 11th Edition, Land Use Code 110 (General Light Industrial) was used to estimate the traffic expected to be generated by the Hester Trust Property development. Trip distributions are consistent with the previously prepared traffic impact study. Traffic Operational Analysis. Capacity analysis was performed for the study intersections using Synchro version 11 software and the Highway Capacity Manual 6th Edition methodologies. Results include vehicular delays, volume-to-capacity ratios, and queueing. The goals of the capacity analysis are to maintain at level-of-service “D”, volume-to-capacity ratios below 1.0, and 6 352 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 queues lengths within the available off-ramp storage area. Study parameters were based on guidance included in VDOT’s Traffic Operations and Safety Analysis Manual (“TOSAM”), version 2.0. Safety Analysis. VDOT crash data from 2018-2022 was reviewed for the subject intersections. The crash analysis includes crash type, severity, direction, and potential contributing factors at each intersection. In addition, crash modification factors were reviewed for the proposed treatments to forecast the anticipated future crash rates. Study Area In coordination with VDOT, this OSAR includes an operational analysis within the study limits. Figure 3-1 shows the study area boundary and key intersections in the project area under consideration for the traffic and operational analysis. The study area includes the following intersections on Reliance Road: 1. Valley Pike (U.S. Route 11)/Reliance Road 2. Birmingham Drive/Reliance Road 3. Carolyn Avenue/Reliance Road 4. I-81 Southbound Ramps/Reliance Road 5. I-81 Northbound Ramps/Reliance Road 6. N. Buckton Road/Reliance Road 7. By-Right Gas Station Driveway/Reliance Road The improvements would be limited to the signalization of the intersections of Reliance Road and the I-81 On/Off-Ramps. No change in access on I-81 is proposed. Therefore, freeway operations on I-81 are not anticipated to be affected by the proposed improvements. 7 353 V A L L E Y P I K E 5413C A R O L Y N A V E N U E B I R M I N G H A M D R I V E267B U C K T O N R O A D M A I N S T R E E T ( R O U T E 1 1 )RELIANCEROADINTERSTATE81NORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\23.1108 OSAR GRAPHICS.DWGFigure 3-1Limits of Study AreaI-81 at Reliance Road OSARFrederick County, VirginiaXStudy Intersection8354 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 SECTION 4 EXISTING CONDITIONS Existing Roadway Network A description of the major roadways within the immediate vicinity of the project is presented below. The existing lane configuration and traffic controls in the study area are shown on Figure 4-1. Interstate 81 is a four-lane divided Interstate highway with a posted speed limit of 70 mph in the vicinity of the Reliance Road interchange. A full-movement interchange is provided at Reliance Road via a diamond configuration with both ramp terminals operating under stop sign control. In the project vicinity, the average annual daily traffic (AADT) volumes on the I-81 are 55,000 vehicles per day (vpd) as reported by VDOT in 2021. The I-81 NB on-ramp at Reliance Road carries 2,700 vpd while the I-81 NB off-ramp carries 1,600 vpd. The I-81 SB on-ramp at Reliance Road carries 1,600 vpd while the I-81 SB off-ramp carries 2,900 vpd. Reliance Road (Route 627) is classified as a Major Collector that provides east-west access to the area with connections to Interstate 81 via a grade-separated interchange. It generally provides a single travel lane in each direction with stop-controlled intersections at the interchange ramps and Valley Pike (U.S. Route 11). According to 2021 VDOT data, the roadway carried an AADT of 2,100 vpd Valley Pike (U.S. Route 11) is a two-lane roadway that runs parallel to Interstate 81 along its west side and provides access to the Town of Middletown and the site area to the north. It is classified as a Major Collector and has a posted speed limit of 45 miles per hour (mph) in the vicinity of the site. “School” pavement markings with an advisory sign are located on Valley Pike approximately 675 feet south and 1,000 feet north of the Mustang Drive intersection. Separate turn lanes are provided at the Reliance Road intersection that currently operates under stop control. According to 2021 VDOT data, the roadway carried an AADT of 5,600 vpd. Carolyn Avenue (Route 1611) is a two-lane undivided local street with a posted speed limit of 25 mph. Its intersection with Reliance Road operates under Stop-control. According to 2021 VDOT data, the roadway carried an AADT of 1,600 vpd. North Buckton Road (Route 842) is a two-lane undivided local street. Its intersection with Reliance Road operates under Stop-control. According to 2021 VDOT data, the roadway carried an AADT of 420 vpd. Birmingham Drive (NIS) is a two-lane undivided local street currently under construction that will serve the Village at Middletown development. 9 355 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 Interchanges The interchange at I-81 and Reliance Road (Mile Marker 302) is currently designed as a diamond interchange with single-lane approaches. The off-ramp intersections at Reliance Road operate under stop-control. Reliance Road is a two-lane undivided roadway. Separate turn lanes are not provided at the interchange ramp intersections. A diamond interchange is provided 4.7 miles to the north along I-81 at Fairfax Street (Route 277). The I-81 and I-66 directional interchange is located approximately 1.9 miles to the south. No change in access on I-81 is proposed. The improvements would be limited to the intersections of Reliance Road and the I-81 On/Off-Ramps. Therefore, freeway operations on I-81 are not anticipated to be affected by the proposed improvements. Alternative Travel Modes Pedestrian and bicycle facilities are not present at the interchange and therefore are not included in the analysis. Public transit service is not currently provided in the area. Existing Traffic Data and Operational Performance Traffic Volumes. Turning movement counts were collected on Tuesday, May 3, 2022 and Thursday, January 12, and used to establish existing 2022 baseline conditions. The counts were collected at the following intersections: Valley Pike (U.S. Route 11)/Reliance Road Carolyn Avenue/Reliance Road I-81 Southbound Ramps/Reliance Road I-81 Northbound Ramps/Reliance Road N. Buckton Road/Reliance Road. The existing peak hour traffic volumes for the intersections contained within the study area are summarized on Figure 4-2 and shown in Appendix B. Peak hour link volumes on Valley Pike (U.S. Route 11) north of Mustang Lane were compared to year 2017 VDOT data and summarized below: Peak Hour Link Traffic Volumes - Valley Pike (U.S. Route 11) North of Mustang Lane AM Peak Hour (8:15 to 9:15) PM Peak Hour (4:00 to 5:00) 2022 Count Data 402 526 2017 VDOT Data 380 473 Percent Difference 5.8% 11.2% 10 356 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 As shown above, the recently conducted counts appear to be slightly higher than published VDOT count data. Therefore, no further adjustments were made to baseline traffic volumes to account for the effects of the COVID-19 pandemic. Operational Analysis. Intersection capacity analyses were performed for the existing conditions at the study intersections during the weekday AM and PM peak hours. Synchro, version 11 was used to analyze the study intersections with results based on the Highway Capacity Manual (6th Edition) methodology. Existing peak hour factors (by approach) acquired from the traffic counts (in the range of 0.85 to 0.92) were used in the analysis. Consistent with the previously prepared traffic impact study, a five (5.0) percent heavy vehicle factor was applied to Valley Pike (U.S. Route 11) and a three (3.0) percent heavy vehicle factor was applied to Reliance Road for this study. The results of the intersection capacity analyses are expressed in level of service (LOS) and delay (seconds per vehicle) per lane group and are presented in Table 4-1. The queuing analysis results are summarized in Table 4-2. The detailed analysis worksheets for existing conditions are provided in Appendix C. The results indicate that all of the turning movements at the study intersections that are stop controlled currently operate at acceptable Level-of-Service (LOS) “C” and with delays of 25 seconds per vehicle or less. Volume-to-capacity ratios at lane group are below 0.50. Queuing at Stop-controlled approaches is approximately three (3) vehicle lengths or less. 11 357 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 Existing Safety Data VDOT crash data for the previous five years (January 1, 2018 to December 31, 2022) was reviewed for the study area along Reliance Road. The data indicated that 21 crashes occurred during this period, resulting in seven (7) injuries and no fatalities. A copy of the crash data is included in Appendix D. The crash data was reviewed in detail at the subject intersections at the I-81 and Reliance Road interchange and summarized below: I-81 NB Ramps/Reliance Road Intersection. Five (5) crashes occurred at this intersection within the five-year period resulting in two (2) injuries and no fatalities. Two (2) of the crashes were classified as “Rear End”, two (2) as “Angle”, and one (1) as “Head On”. Further upstream on the I-81 NB Ramp, six (6) crashes occurred within the five-year period resulting in two (2) injuries and no fatalities. Four (4) crashes were classified as “Fixed Object – Off Road”, one (1) as “Rear End”, and one (1) as “Other”. I-81 SB Ramps/Reliance Road Intersection. Four (4) crashes occurred at this intersection within the five-year period resulting in one (1) injury and no fatalities. All four (4) of the crashes were classified as “Angle”. Further upstream on the I-81 SB Ramp, one (1) crash occurred within the five-year period resulting in no injuries or fatalities. This crash was classified as “Fixed Object – Off Road”. 12 358 V A L L E Y P I K E 5413C A R O L Y N A V E N U E B I R M I N G H A M D R I V E267B U C K T O N R O A D M A I N S T R E E T ( R O U T E 1 1 )RELIANCEROADINTERSTATE81NORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\23.1108 OSAR GRAPHICS.DWGFigure 4-1Existing Lane Use an Traffic ControlI-81 at Reliance Road OSARFrederick County, VirginiaSTOPStop SignSignalized IntersectionRepresents One Travel Lane7432AVENUE1CAROLYNBIRMINGHAMDRIVE16N BUCKTONROADN BUCKTONROADRELIANCEROADRELIANCEROAD5I-81 NBOFF-RAMPI-81 NBON-RAMPRELIANCEROADRELIANCEROADPRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 11ROADRELIANCERELIANCEROADRELIANCEROADRELIANCEROADRELIANCEROADI-81 SBON-RAMPI-81 SBOFF-RAMPRELIANCEROADRELIANCEROADBY-RIGHTGAS STATIONDRIVEWAYRELIANCEROADRELIANCEROADFUTUREINTERSECTIONSTOPSTOPSTOPSTOPSTOP STOPSTOPFUTUREINTERSECTION13359 V A L L E Y P I K E 5413C A R O L Y N A V E N U E B I R M I N G H A M D R I V E267B U C K T O N R O A D M A I N S T R E E T ( R O U T E 1 1 )RELIANCEROADINTERSTATE81NORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\23.1108 OSAR GRAPHICS.DWGFigure 4-2Existing Peak Hour Traffic VolumesI-81 at Reliance Road OSARFrederick County, Virginia7432AVENUE1CAROLYNBIRMINGHAMDRIVE16N BUCKTONROADN BUCKTONROADRELIANCEROADRELIANCEROAD5I-81 NBOFF-RAMPI-81 NBON-RAMPRELIANCEROADRELIANCEROADPRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 11ROADRELIANCERELIANCEROADRELIANCEROADRELIANCEROADRELIANCEROADI-81 SBON-RAMPI-81 SBOFF-RAMPRELIANCEROADRELIANCEROADBY-RIGHTGAS STATIONDRIVEWAYRELIANCEROADRELIANCEROADFUTUREINTERSECTIONFUTUREINTERSECTIONAM PEAK HOURPM PEAK HOUR000 / 0000/075/215112/138190/1320/193/144108/132134/1130/00/10/00/1173/1952/023/50200/21218/19122/105242/24474/5988/12716/251/5132/10469/151196/1436/50/00/10/3112/1263/70/50/023/217/2476/1413/8272/24522/6465/597/108/18199/24714360 I‐81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 Table 4‐1 I‐81 at Reliance Road ‐ Operational and Safety Analysis Report Existing (2022) Conditions Levels of Service Summary1 LOS Delay (s) v/c LOS Delay (s) v/c 1.Reliance Road/U.S. Route 11 NBL A 0.0 0.000 A 0.0 0.000 EBLTR A 0.0 0.000 B 14.5 0.005 WBL C 16.2 0.242 C 24.8 0.456 WBR B 10.8 0.251 B 10.0 0.159 SBL A 8.1 0.096 A 8.1 0.110 2.Reliance Road/Birmingham Drive EBL EBT SBL SBR 3.Carolyn Ave/Reliance Rd NBLTR B 10.3 0.104 B 11.4 0.123 WBL A 7.7 0.180 A 8.1 0.059 WBT A 0.0 0.000 A 0.0 0.000 4.I‐81 SB Ramp/Reliance Road WBL A 8.2 0.017 A 8.1 0.017 SBLTR B 11.6 0.282 B 12.9 0.359 5.I‐81 NB Ramp/Reliance Road NBLTR C 23.8 0.483 C 16.5 0.307 EBL A 8.1 0.167 A 7.9 0.107 6.Buckton Road/Reliance Rd NBLTR B 10.2 0.036 B 11.1 0.050 EBL A 7.5 0.002 A 7.6 0.007 EBT A 0.0 0.000 A 0.0 0.000 WBL A 7.4 0.002 A 7.6 0.006 WBT A 0.0 0.000 A 0.0 0.000 SBLTR A 8.9 0.007 A 9.4 0.009 7.Reliance Road/Gas Station Driveway EB WB SB 1. Capacity analysis based on Highway Capacity Manual 6th methodology, using Synchro 11 unless otherwise noted. Approach/ Lane Group Existing (2022) Conditions Future Intersection Future Intersection Notes: AM Peak Hour PM Peak Hour 15 361 I‐81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 Table 4‐2 I‐81 at Reliance Road ‐ Operational and Safety Analysis Report Existing (2022) Conditions Queuing Summary 50th %tile 95th %tile 50th %tile 95th %tile 1.Reliance Road/U.S. Route 11 ‐ Unsignalized NBLTR ‐‐0 ‐0 EBLTR ‐‐0 ‐0 WBL ‐‐23 ‐58 WBR 240 ‐25 ‐15 SBL 285 ‐8 ‐10 2.Reliance Road/Birmingham Drive EBL 520 EBT 520 SBLR ‐ SBR ‐ 3.Carolyn Ave/Reliance Rd NBLR ‐‐8 ‐10 WBL 200 ‐3 ‐5 WBT 200 ‐‐‐‐ 4.I‐81 SB Ramp/Reliance Road ‐ Unsignalized WBL 550 ‐3 ‐3 SBLTR 850 ‐30 ‐40 5.I‐81 NB Ramp/Reliance Road ‐ Unsignalized NBLTR 750 ‐63 ‐33 EBL 550 ‐15 ‐10 6.Buckton Road/Reliance Road NBLTR ‐‐3 ‐5 EBL ‐‐0 ‐0 EBT ‐‐‐‐‐ WBL ‐00 WBT ‐‐‐‐‐ SBLTR ‐‐0 ‐0 7.Reliance Road/Gas Station Driveway EBLT ‐ WBTR ‐ NBLTR ‐ Notes: 1.Capacity analysis based on Highway Capacity Manual 6th Edition methodology, using Synchro 11. 2."~" ‐ 50th percentile volume exceeds capacity, queue may be longer. 3."#" ‐ 95th percentile volume exceeds capacity, queue may be longer. 4."m" ‐ Volume for 95th percentile queue is metered by upstream signal. Future Intersection Future Intersection Approach/ Lane Group Storage Length (ft) Existing (2022) Conditions AM Peak Hour PM Peak Hour 16 362 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 SECTION 5 ALTERNATIVES CONSIDERED Overview This section of the report provides a detailed description of the future lane use and traffic controls associated with the No Build (existing stop-controlled conditions) and Build (signalized conditions) alternatives used to analyze the 2025 and 2047 future conditions. Figures 5-1 and 5- 2 depict the intersection lane use and traffic controls associated with the No Build and Build scenarios, respectively. As previously discussed, the need for signalization of the I-81/Reliance Road on and off ramps was identified in the Hester Trust Property Traffic Impact Analysis and other area traffic studies. The potential signalization proposed at these locations was recommended with or without the site development. Any potential contributions made by the developer to fund the mitigation measures identified in this study will be determined during the rezoning process and in coordination with VDOT and Frederick County staff. The proportion of the application’s impact on the potential improvements is discussed in greater detail later in this report. No Build Alternative (2022 and 2047) Under the No Build alternative, no improvements to the subject interchange ramp terminuses would be implemented and the existing stop-control would remain in its current operation. It is noted that the Birmingham Drive/Reliance Road and the By-Right Gas Station Driveway/Reliance Road intersections would be constructed as part of the pipeline developments assumed in this analysis. In addition, consistent with the Hester Trust Property Traffic Impact Study and other area traffic studies, a traffic signal to be installed by others was assumed at the Valley Pike (U.S. Route 11)/Reliance Road intersection. Figure 5-1 depicts the lane use and traffic controls associated with the No Build alternative. Build Alternative (2022 and 2047) Under Build Alternative A, new traffic signals, as recommended in the Hester Trust traffic study under conditions with or without the site development, were assumed to be installed at the I-81 NB and SB Ramps intersections with Reliance Road. However, no additional changes to the existing lane use were assumed. Figure 5-2 depicts the lane use and traffic controls associated with the Build Alternative A. In addition, Build Alternative B was assessed that assumed the construction of a new exclusive 17 363 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 right turn lane on the I-81 SB Ramp approach at Reliance Road while maintaining the existing Stop-control. The intersection of Reliance Road and the I-81 NB Ramp would be signalized under this alternative. Figure 5-3 depicts the lane use and traffic controls associated with the Build Alternative B. It is noted that Signal Justification Reports (SJR’s) have been submitted for both ramp intersections under a separate cover for the potential traffic signals outlined above. 18 364 V A L L E Y P I K E 5413C A R O L Y N A V E N U E B I R M I N G H A M D R I V E267B U C K T O N R O A D M A I N S T R E E T ( R O U T E 1 1 )RELIANCEROADINTERSTATE81NORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\23.1108 OSAR GRAPHICS.DWGFigure 5-1Future No Build Conditions Lane Use an Traffic ControlI-81 at Reliance Road OSARFrederick County, VirginiaSTOPStop SignSignalized IntersectionRepresents One Travel Lane7432AVENUE1CAROLYNBIRMINGHAMDRIVE16N BUCKTONROADN BUCKTONROADRELIANCEROADRELIANCEROAD5I-81 NBOFF-RAMPI-81 NBON-RAMPRELIANCEROADRELIANCEROADPRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 11ROADRELIANCERELIANCEROADRELIANCEROADRELIANCEROADRELIANCEROADI-81 SBON-RAMPI-81 SBOFF-RAMPRELIANCEROADRELIANCEROADBY-RIGHTGAS STATIONDRIVEWAYRELIANCEROADRELIANCEROADSTOPSTOPSTOPSTOPSTOPSTOPSTOP19365 V A L L E Y P I K E 5413C A R O L Y N A V E N U E B I R M I N G H A M D R I V E267B U C K T O N R O A D M A I N S T R E E T ( R O U T E 1 1 )RELIANCEROADINTERSTATE81NORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\23.1108 OSAR GRAPHICS.DWGFigure 5-2Future Build Conditions Lane Use an Traffic Control(Alternative A)I-81 at Reliance Road OSARFrederick County, VirginiaSTOPStop SignSignalized IntersectionRepresents One Travel Lane7432AVENUE1CAROLYNBIRMINGHAMDRIVE16N BUCKTONROADN BUCKTONROADRELIANCEROADRELIANCEROAD5I-81 NBOFF-RAMPI-81 NBON-RAMPRELIANCEROADRELIANCEROADPRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 11ROADRELIANCERELIANCEROADRELIANCEROADRELIANCEROADRELIANCEROADI-81 SBON-RAMPI-81 SBOFF-RAMPRELIANCEROADRELIANCEROADBY-RIGHTGAS STATIONDRIVEWAYRELIANCEROADRELIANCEROADSTOPSTOPSTOPSTOPSTOP20366 V A L L E Y P I K E 5413C A R O L Y N A V E N U E B I R M I N G H A M D R I V E267B U C K T O N R O A D M A I N S T R E E T ( R O U T E 1 1 )RELIANCEROADINTERSTATE81NORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\23.1108 OSAR GRAPHICS.DWGFigure 5-3Future Build Conditions Lane Use an Traffic Control(Alternative B)I-81 at Reliance Road OSARFrederick County, VirginiaSTOPStop SignSignalized IntersectionRepresents One Travel Lane7432AVENUE1CAROLYNBIRMINGHAMDRIVE16N BUCKTONROADN BUCKTONROADRELIANCEROADRELIANCEROAD5I-81 NBOFF-RAMPI-81 NBON-RAMPRELIANCEROADRELIANCEROADPRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 11ROADRELIANCERELIANCEROADRELIANCEROADRELIANCEROADRELIANCEROADI-81 SBON-RAMPI-81 SBOFF-RAMPRELIANCEROADRELIANCEROADBY-RIGHTGAS STATIONDRIVEWAYRELIANCEROADRELIANCEROADSTOPSTOPSTOPSTOPSTOPSTOP21367 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 SECTION 6 DESCRIPTION AND CONFIGURATION Overview The interchange at I-81 and Reliance Road (Mile Marker 302) is currently designed as a diamond interchange with single-lane approaches. The off-ramp intersections at Reliance Road operate under stop-control. Reliance Road is a two-lane undivided roadway with a recently approved speed limit resolution of 35 mph. Separate turn lanes are not provided at the interchange ramp intersections. A diamond interchange is provided 4.7 miles to the north along I-81 at Fairfax Street (Route 277). The I-81 and I-66 directional interchange is located approximately 1.9 miles to the south. The potential interchange improvements would be limited to the installation of traffic signals at the I-81 Ramp intersections with Reliance Road and/or the addition of a right turn lane on the I- 81 SB Ramp. There are no additional lanes proposed on Reliance Road or the I-81 NB Ramp as part of these improvements. In addition, no change in access on I-81 is proposed. Since the improvements would be limited to the intersections of Reliance Road and the I-81 On/Off-Ramps, freeway operations on I-81 are not anticipated to be affected by the potential improvements. The existing interchange configuration is shown on Figure 6-1. An exhibit showing the potential right turn lane on the I-81 SB Ramp is shown on Figure 6-2 that provides a 200-foot full-width turn lane with a 100-foot taper. Further the Limited-Access-Line has been identified on the exhibit. As shown in Figure 6-2, the proposed improvements at the I-81 and Reliance Road interchange are not anticipated to impact the existing Limited-Access-Line. 22 368 STOPSTOP 8 0 0 ' t o D i v e r g e P o i n t 8 5 0 ' t o D i v e r g e P o i n t545' Centerline-to-CenterlineNORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\23.1108 OSAR GRAPHICS.DWGFigure 6-1Existing Interchange LayoutI-81 at Reliance Road OSARFrederick County, Virginia23369 NORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\23.1108 OSAR GRAPHICS.DWGFigure 6-2Potential Interchange Geometric ImprovementsI-81 at Reliance Road OSARFrederick County, Virginia24370 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 SECTION 7 ROADWAY GEOMETRY Existing (No Build) The interchange at I-81 and Reliance Road (Mile Marker 302) is currently designed as a diamond interchange with single-lane approaches. Under No Build condition, the off-ramp intersections at Reliance Road operate under stop-control. Reliance Road is a two-lane undivided roadway and separate turn lanes are not provided at the interchange ramp intersections. Interstate-81 currently provides two lanes in each direction. Proposed (Build) The existing lane use and roadway geometry at the interchange would be maintained under Alternative A. No new turn lanes were recommended as part of the Hester Trust Property traffic study. However, the study identified the need for new traffic signals to be installed at the I-81 Ramp intersections with Reliance Road under future conditions with or without the site development and were assumed for Build Conditions. Under Alternative B, a traffic signal would be provided at the intersection of Reliance Road and the I-81 NB Ramps. An exclusive right turn lane would be added to the I-81 SB Ramp while maintaining the existing Stop-control. No other geometric improvements are proposed. 25 371 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 SECTION 8 FORECASTED TRAFFIC VOLUMES AND OPERATIONS Opening Year (2025) and Design Year (2047) Traffic Forecasting As outlined in the Framework document, traffic forecasts were prepared based on methodologies assumed in the “Hester Trust Property – Transportation Impact Analysis” dated July 27, 2022. Specifically, the 2025 and 2047 future traffic forecasts are based on a composite of existing traffic volumes, regional growth, pipeline development traffic, and site generated traffic. A summary of the forecasting methodologies is outlined below, and individual forecasting layers are included in Appendix E. Existing Traffic Counts. Turning movement counts were collected on Tuesday, May 3, 2022 and Thursday, January 12, and used to establish existing 2022 baseline conditions. As noted earlier, a comparison with previously collected VDOT link data indicated that no further adjustments were required to account for the effects of the COVID-19 pandemic. Regional Growth. A 1.0 percent growth rate was applied to movements along Valley Pike (U.S. Route 11), Reliance Road, and the I-81 Ramps, consistent with the original traffic study to account for the growth between the existing year (2022) and the opening year (2025). For the regional growth between the opening year (2025) and the design year (2047), a 0.5 percent annual growth rate was applied. Pipeline Developments. Traffic volumes associated with the following three (3) nearby pipeline developments were assumed in the future traffic forecasts: Village at Middletown. An additional 86 single family dwelling units, 22 multifamily dwelling units and 58,600 S.F. of retail uses are approved north of Reliance Road and east of Valley Pike (U.S. Route 11) Seasons of Middletown. A total of 92 single family dwelling units are proposed on the east side of Valley Pike (U.S. Route 11) south of Reliance Road By-Right Gas Station. A by-right gas station with convenience store is proposed on the northeast quadrant of the I-81 NB Ramps/Reliance Road intersection. For purposes of this analysis, eight fueling positions were assumed, consistent with nearby gas stations. These developments were identified and assumed in the TIS forecasts, and the trip distributions are consistent with traffic study. Site Generated Traffic. The number of AM and PM peak hour trips expected to be generated by the Hester Property proposed development program were estimated based on the ITE Trip 26 372 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 Generation Manual, 11th Edition trip rates and equations. ITE Land Use Code 110 (General Light Industrial) was used to prepare the analysis. The proposed development program (848,000 S.F.) is estimated to generate 580 AM peak hour trips (510 in and 70 out), 188 PM peak hour trips (26 in and 162 out), and 3,239 average daily (24-hour) trips. Trucks would account for eight (8) AM peak hour, eight (8) PM peak hour, and 212 daily trips. Consistent with the traffic study the estimated new peak trips were distributed onto the surrounding road network based on the following distributions: Passenger Vehicles Trucks To/From the North on I-81: 25% 40% To/From the South on I-81: 40% 60% To/From the North on Valley Pike (U.S. Route 11): 15% 0% To/From the South on Valley Pike (U.S. Route 11): 15% 0% To/From the East on Reliance Road: 5% 0% Total: 100% 100% Combining the existing traffic volumes, regional growth, pipeline developments, and the anticipated new site trips generated by the Hester Trust Property, Opening Year (2025) and Design Year forecasts were prepared and are shown on Figures 8-1 and 8-2, respectively. Opening Year (2025) Traffic Operations Traffic operations for Opening Year (2025) conditions were analyzed based on the 2025 forecasts shown on Figure 8-1 and the lane use and traffic controls shown on Figures 5-1 and 5-2 for No-Build and Build conditions, respectively. Synchro, version 11 was used to analyze the study intersections based on the Highway Capacity Manual (6th Edition) methodology, consistent with the analyses for existing conditions. The capacity analyses are expressed in level of service (LOS), delay (seconds per vehicle), and volume- to-capacity (v/c) per lane group and are presented in Tables 8-1. The projected queuing is shown in Table 8-2. Traffic analysis worksheets are included in Appendix F and the results are summarized below: 2025 No-Build Conditions The analysis of Opening Year (2025) No Build Conditions indicates: 1. The northbound approach of the I-81 NB Ramp/Reliance Road intersection would operate beyond capacity (LOS “F”) during the AM and PM peak hours with volume-to-capacity (v/c) ratios above 1.0. 2. The southbound approach of the I-81 SB Ramp/Reliance Road intersection would 27 373 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 approach capacity (LOS “E”) during the AM peak hour with a v/c ratio of 0.87. During the PM peak hour the approach would operate at LOS “D” with a v/c ratio of 0.75. 3. The Valley Pike (U.S. Route 11)/Reliance Road intersection would operate at overall LOS “C” or better assuming the installation of a traffic signal. All lane groups would operate at LOS “D” or better with v/c ratios 0.84 or less. 4. All other turning movements at stop-controlled locations would operate at LOS “D” or better with the exception of the southbound left-turn movement from Birmingham Drive onto Reliance Road during the PM peak hour. The v/c ratios for these movements is projected to be 0.61 or less. 5. The northbound queue on the I-81 Ramp at Reliance Road would extend back to the diverge point on the freeway during the AM peak hour. 6. The westbound queue on Reliance Road at Valley Pike (U.S. Route 11) would extend beyond the existing right turn lane during the AM and PM peak hours. 2025 Build Conditions The analysis of Opening Year (2025) Build Conditions indicates: 1. Under Alternative A, assuming the recommended installation of new traffic signals at the I-81 ramp intersections to Reliance Road, both intersections would operate at overall level-of-service “C” or better with all lane groups operating at LOS “D” or better. Volume- to-capacity (v/c) ratios would be 0.85 or less for all lane groups. 2. Under Alternative B, assuming the construction of a southbound right turn lane on the I- 81 SB Ramp at Reliance Road, the Stop controlled approaches would operate at LOS “D” or better with a v/c ratio of 0.70 or less. 3. The Valley Pike (U.S. Route 11)/Reliance Road intersection would operate at overall LOS “C” or better assuming the installation of a traffic signal as proffered by others. All lane groups would operate at LOS “D” or better with v/c ratios 0.84 or less. 4. All other turning movements at Stop-controlled locations would operate consistent to No- Build conditions. 5. Projected queues on the I-81 ramps would be 358 feet or less and can be accommodated on the ramps without impacting freeway operations. 28 374 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 6. Projected queuing on Reliance Road between the two interchange intersections could be accommodated on the existing bridge between the intersections. 7. Available storage at other study intersections could accommodate projected queuing. Design Year (2047) Traffic Operations Traffic operations for Design Year (2047) conditions were analyzed based on the 2047 forecasts shown on Figure 8-2 and the lane use and traffic controls shown on Figures 5-1, 5-2 and 5-3 for No-Build, Build (Alternative A), and Build (Alternative B) conditions, respectively. Synchro, version 11 was used to analyze the study intersections based on the Highway Capacity Manual (6th Edition) methodology, consistent with the analyses for opening year (2025) conditions. The capacity analyses are expressed in level of service (LOS), delay (seconds per vehicle), and volume-to-capacity (v/c) per lane group and are presented in Tables 8-3. The projected queuing is shown in Table 8-4. Traffic analysis worksheets are included in Appendix G and the results are summarized below: 2047 No-Build Conditions The analysis of Design Year (2047) No Build Conditions indicates: 1. The northbound approach of the I-81 NB Ramp/Reliance Road intersection would operate beyond capacity (LOS “F”) during the AM and PM peak hours with volume-to-capacity (v/c) ratios above 1.0. 2. The southbound approach of the I-81 SB Ramp/Reliance Road intersection would approach capacity (LOS “F”) during the AM peak hour with a v/c ratio of 0.97. During the PM peak hour the approach would operate at LOS “E” with a v/c ratio of 0.85. 3. The Valley Pike (U.S. Route 11)/Reliance Road intersection would operate at overall LOS “C” or better assuming the installation of a traffic signal. All lane groups would operate at LOS “C” or better with v/c ratios 0.9 or less with the exception of the eastbound approach which serves minimal volume. 29 375 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 4. All other turning movements at stop-controlled locations would operate at LOS “D” or better with the exception of the southbound left-turn movement from Birmingham Drive onto Reliance Road during the PM peak hour. The v/c ratios for these movements is projected to be 0.67 or less. 5. The northbound queue on the I-81 Ramp at Reliance Road would extend beyond the diverge point on the freeway during the AM peak hour. 6. The westbound queue on Reliance Road at Valley Pike (U.S. Route 11) would extend beyond the existing right turn lane during the AM and PM peak hours. 2047 Build Conditions The analysis of Design Year (2047) Build Conditions indicates: 1. Under Alternative A, assuming the recommended installation of new traffic signals at the I-81 ramp intersections to Reliance Road, both intersections would operate at overall level-of-service “C” or better with all lane groups operating at LOS “D” or better. Volume- to-capacity (v/c) ratios would be 0.87 or less for all lane groups. 2. Under Alternative B, assuming the construction of a southbound right turn lane on the I- 81 SB Ramp at Reliance Road, the Stop controlled approaches would operate at LOS “D” or better with a v/c ratio of 0.76 or less. 3. The Valley Pike (U.S. Route 11)/Reliance Road intersection would operate at overall LOS “C” or better assuming the installation of a traffic signal. All lane groups would operate at LOS “C” or better with v/c ratios 0.9 or less with the exception of the eastbound approach which serves minimal volume. 4. All other turning movements at Stop-controlled locations would operate consistent to No- Build conditions. 5. Projected queues on the I-81 ramps would be 380 feet or less and can be accommodated on the ramps without impacting freeway operations. 6. Projected queuing on Reliance Road between the two interchange signals could be accommodated on the existing bridge between the intersections. 7. Available storage at other study intersections could accommodate projected queuing. 30 376 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 Traffic operations for No Build Conditions are shown graphically on Figures 8-3 and 8-4 for Opening Year (2025) and Design Year (2047) conditions, respectively. Traffic operations for Opening Year (2025) and Design Year (2047) Build Conditions is shown graphically on Figures 8-5 and 8-6, respectively for Alternative A. Traffic operations under Alternative B for Opening Year (2025) and Design Year (2047) Build Conditions is shown graphically on Figures 8-7 and 8-8. Funding Source and Developer Contribution As discussed previously, the Hester Trust Property traffic impact study identified the need for new traffic signals at the I-81 ramp intersections with Reliance Road. These signalization improvements were found to be necessary with or without the Hester Trust Property site development. In order to determine impact of the Hester Trust Property development on the need for improvements, the percentage of total traffic associated with the development was calculated and summarized below. Site Development Traffic Opening Year (2025) Traffic Percent Site Traffic AM PM Total AM PM Total AM PM Total I-81 NB Ramp & Reliance Road 251 62 313 1,059 982 2,041 23.7% 6.3% 15.3% I-81 SB Ramp & Reliance Road 408 134 542 1,464 1,431 2,895 27.9% 9.4% 18.7% Total of Both Intersections 656 196 855 2,523 2,413 4,936 26.0% 8.1% 17.3% As shown above, the development of the Hester Trust Property site would account for approximately 17 percent of total interchange traffic. The signalization and geometric improvements identified for the northbound and southbound ramp junctions are not currently funded. Any potential contributions made by the developer to fund the mitigation measures identified in this study will be determined during the rezoning process and in coordination with VDOT and Frederick County staff. In addition, while future large scale I-81 improvement projects may provide additional capacity improvements at the Reliance Road interchange, the installation of new traffic signals and/or turn lanes would provide mitigation for interim conditions. 31 377 V A L L E Y P I K E 5413C A R O L Y N A V E N U E B I R M I N G H A M D R I V E267B U C K T O N R O A D M A I N S T R E E T ( R O U T E 1 1 )RELIANCEROADINTERSTATE81NORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\23.1108 OSAR GRAPHICS.DWGFigure 8-1Opening Year (2025) Peak Hour Traffic ForecastsI-81 at Reliance Road OSARFrederick County, Virginia7432AVENUE1CAROLYNBIRMINGHAMDRIVE16N BUCKTONROADN BUCKTONROADRELIANCEROADRELIANCEROAD5I-81 NBOFF-RAMPI-81 NBON-RAMPRELIANCEROADRELIANCEROADPRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 11ROADRELIANCERELIANCEROADRELIANCEROADRELIANCEROADRELIANCEROADI-81 SBON-RAMPI-81 SBOFF-RAMPRELIANCEROADRELIANCEROADBY-RIGHTGAS STATIONDRIVEWAYRELIANCEROADRELIANCEROADAM PEAK HOURPM PEAK HOUR000 / 0000/091/257171/266566/1730/1127/214168/183223/1260/00/10/00/1351/3302/035/62488/34030/30206/252352/417109/83159/16642/441/5361/204124/202263/27845/350/00/10/3177/1573/70/50/023/217/24121/17939/38736/50222/6465/597/108/18387/56511/2274/15366/169677/344321/4415/1455/4214/1922/20125/12275/14550/4132378 V A L L E Y P I K E 5413C A R O L Y N A V E N U E B I R M I N G H A M D R I V E267B U C K T O N R O A D M A I N S T R E E T ( R O U T E 1 1 )RELIANCEROADINTERSTATE81NORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\23.1108 OSAR GRAPHICS.DWGFigure 8-2Design Year (2047) Peak Hour Traffic ForecastsI-81 at Reliance Road OSARFrederick County, Virginia7432AVENUE1CAROLYNBIRMINGHAMDRIVE16N BUCKTONROADN BUCKTONROADRELIANCEROADRELIANCEROAD5I-81 NBOFF-RAMPI-81 NBON-RAMPRELIANCEROADRELIANCEROADPRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 11ROADRELIANCERELIANCEROADRELIANCEROADRELIANCEROADRELIANCEROADI-81 SBON-RAMPI-81 SBOFF-RAMPRELIANCEROADRELIANCEROADBY-RIGHTGAS STATIONDRIVEWAYRELIANCEROADRELIANCEROADAM PEAK HOURPM PEAK HOUR000 / 0000/0100/283184/282589/1890/1138/231181/199239/1390/00/10/00/1372/3532/038/68512/36532/32221/265381/446118/90170/18144/471/6377/216132/220286/29546/360/00/10/3190/1723/80/60/026/238/27130/19639/39768/53125/7173/668/119/20411/59411/2274/15366/169710/375346/4745/1455/4214/1922/20139/13884/16250/4133379 STOPSTOP LOS E/DLOS F/F23' 95th Percentile Queue(500' Available)7 5 5 ' 9 5 t h P e r c e n t i l e Q u e u e ( 8 0 0 'A v a i l a b l e ) 2 3 0 ' 9 5 t h P e r c e n t i l e Q u e u e ( 8 5 0 ' A v a i l a b l e )3' 95th Percentile Queue(500' Available)NORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\23.1108 OSAR GRAPHICS.DWGFigure 8-3Opening Year (2025) No Build Conditions Traffic OperationsI-81 at Reliance Road OSARFrederick County, Virginia34380 STOPSTOP LOS F/ELOS F/F25' 95th Percentile Queue(500' Available)9 0 0 ' 9 5 t h P e r c e n t i l e Q u e u e ( 8 0 0 'A v a i l a b l e ) 3 0 3 ' 9 5 t h P e r c e n t i l e Q u e u e ( 8 5 0 ' A v a i l a b l e )3' 95th Percentile Queue(500' Available)NORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\23.1108 OSAR GRAPHICS.DWGFigure 8-4Design Year (2047) No Build Conditions Traffic OperationsI-81 at Reliance Road OSARFrederick County, Virginia35381 LOS B/BLOS C/B314' 95th Percentile Queue(500' Available)3 5 8 ' 9 5 t h P e r c e n t i l e Q u e u e ( 8 0 0 'A v a i l a b l e ) 1 8 0 ' 9 5 t h P e r c e n t i l e Q u e u e ( 8 5 0 ' A v a i l a b l e )399' 95th Percentile Queue(500' Available)NORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\23.1108 OSAR GRAPHICS.DWGFigure 8-5Opening Year (2025) Build Conditions Traffic Operations(Alternative A)I-81 at Reliance Road OSARFrederick County, Virginia36382 LOS B/CLOS C/B384' 95th Percentile Queue(500' Available)3 8 0 ' 9 5 t h P e r c e n t i l e Q u e u e ( 8 0 0 'A v a i l a b l e ) 2 1 3 ' 9 5 t h P e r c e n t i l e Q u e u e ( 8 5 0 ' A v a i l a b l e )445' 95th Percentile Queue(500' Available)NORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\23.1108 OSAR GRAPHICS.DWGFigure 8-6Design Year (2047) Build Conditions Traffic Operations(Alternative A)I-81 at Reliance Road OSARFrederick County, Virginia37383 STOP LOS D/CLOS C/B309' 95th Percentile Queue(500' Available)3 5 8 ' 9 5 t h P e r c e n t i l e Q u e u e ( 8 0 0 'A v a i l a b l e ) 1 3 5 ' 9 5 t h P e r c e n t i l e Q u e u e ( 2 0 0 ' A v a i l a b l e )3' 95th Percentile Queue(500' Available)NORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\23.1108 OSAR GRAPHICS.DWGFigure 8-7Opening Year (2025) Build Conditions Traffic Operations(Alternative B)I-81 at Reliance Road OSARFrederick County, Virginia38384 STOP LOS D/DLOS C/B378' 95th Percentile Queue(500' Available)3 8 0 ' 9 5 t h P e r c e n t i l e Q u e u e ( 8 0 0 'A v a i l a b l e ) 1 7 0 ' 9 5 t h P e r c e n t i l e Q u e u e ( 2 0 0 ' A v a i l a b l e )3' 95th Percentile Queue(500' Available)NORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\23.1108 OSAR GRAPHICS.DWGFigure 8-8Design Year (2047) Build Conditions Traffic Operations(Alternative B)I-81 at Reliance Road OSARFrederick County, Virginia39385 I‐81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 Table 8‐1 I‐81 at Reliance Road ‐ Operational and Safety Analysis Report Opening Year (2025) Conditions Levels of Service Summary1 LOS Delay (s) v/c LOS Delay (s) v/c LOS Delay (s) v/c LOS Delay (s) v/c LOS Delay (s) v/c LOS Delay (s) v/c 1. Reliance Road/U.S. Route 11 EB A 0.0 0.000 D 54.7 0.314 A 0.0 0.000 D 54.7 0.314 A 0.0 0.000 D 54.7 0.314 WBT B 16.4 0.216 C 25.2 0.701 B 16.4 0.216 C 25.2 0.701 B 16.4 0.216 C 25.2 0.701 WBR C 26.3 0.844 B 14.9 0.339 C 26.3 0.844 B 14.9 0.339 C 26.3 0.844 B 14.9 0.339 NB C 27.8 0.837 C 23.4 0.774 C 27.8 0.837 C 23.4 0.774 C 27.8 0.837 C 23.4 0.774 SBL B 18.6 0.547 B 14.7 0.589 B 18.6 0.547 B 14.7 0.589 B 18.6 0.547 B 14.7 0.589 SBT B 10.6 0.111 B 8.4 0.286 B 10.6 0.111 B 8.4 0.286 B 10.6 0.111 B 8.4 0.286 Overall C 23.8 ‐B 17.5 ‐C 23.8 ‐B 17.5 ‐C 23.8 ‐B 17.5 ‐ 2. Reliance Road/Birmingham Drive EBL A 9.5 0.007 A 8.6 0.015 A 9.5 0.007 A 8.6 0.015 A 9.5 0.007 A 8.6 0.015 EBT A 0.0 ‐A0.0 ‐A0.0 ‐A0.0 ‐A0.0 ‐A0.0 ‐ SBL D 30.2 0.362 E 37.0 0.611 D 30.2 0.362 E 37.0 0.611 D 30.2 0.362 E 37.0 0.611 SBR B 14.3 0.030 B 11.3 0.040 B 14.3 0.030 B 11.3 0.040 B 14.3 0.030 B 11.3 0.040 3. Carolyn Ave/Reliance Rd NBLTR B 13.5 0.156 C 17.1 0.202 B 13.5 0.156 C 17.1 0.202 B 13.5 0.156 C 17.1 0.202 WBL A 8.3 0.021 A 9.1 0.074 A 8.3 0.021 A 9.1 0.074 A 8.3 0.021 A 9.1 0.074 WBT A 0.0 ‐A0.0 ‐A0.0 ‐A0.0 ‐A0.0 ‐A0.0 ‐ 4. I‐81 SB Ramp/Reliance Road ‐ Unsignalized WBL A 8.8 0.034 A 9.2 0.035 ‐‐‐‐‐‐‐‐‐‐‐‐ SBLTR E 44.1 0.868 D 28.3 0.745 ‐‐‐‐‐‐‐‐‐‐ Potential Improvement: Signalization EBTR ‐‐‐‐‐‐B 5.1 0.440 B 8.3 0.550 ‐‐‐‐‐‐ WBLT ‐‐‐‐‐‐A 5.8 0.420 A 7.9 0.320 ‐‐‐‐‐‐ SBLTR ‐‐‐‐‐‐D 43.4 0.460 D 48.0 0.710 ‐‐‐‐‐‐ Overall ‐‐‐‐‐‐B 15.5 ‐B 19.1 ‐‐‐‐‐‐‐ Potential Improvement: Southbound Right Turn Lane ‐ Unsignalized WBL ‐‐‐‐‐‐‐‐‐‐‐‐A 8.8 0.034 A 9.2 0.035 SBLT ‐‐‐‐‐‐‐‐‐‐‐‐C 24.2 0.117 C 23.1 0.246 SBR ‐‐‐‐‐‐‐‐‐‐‐‐D 25.2 0.695 C 15.3 0.500 5. I‐81 NB Ramp/Reliance Road ‐ Unsignalized NBLTR F 420.5 1.822 F 137.7 1.115 ‐‐‐‐‐‐‐‐‐‐‐‐ EBL A 8.7 0.225 A 8.5 0.220 ‐‐‐‐‐‐‐‐‐‐‐‐ Potential Improvement: Signalization EBLT ‐‐‐‐‐‐B 11.4 0.630 A 4.2 0.580 A 15.2 0.630 A 9.3 0.580 WBTR ‐‐‐‐‐‐B 10.6 0.270 A 6.3 0.210 A 10.6 0.270 A 6.3 0.210 NBLTR ‐‐‐‐‐‐D 46.6 0.850 D 45.3 0.730 D 46.6 0.850 D 45.3 0.730 Overall ‐‐‐‐‐‐C 24.6 ‐B 15.3 ‐C 26.0 ‐B 17.8 ‐ 6. Buckton Road/Reliance Rd NBLTR B 12.9 0.052 B 12.8 0.058 B 12.9 0.052 B 12.8 0.058 B 12.9 0.052 B 12.8 0.058 EBL A 7.7 0.031 A 7.7 0.030 A 7.7 0.031 A 7.7 0.030 A 7.7 0.031 A 7.7 0.030 EBT A 0.0 ‐A0.0 ‐A0.0 ‐A0.0 ‐A0.0 ‐A0.0 ‐ WBL A 7.5 0.002 A 7.7 0.006 A 7.5 0.002 A 7.7 0.006 A 7.5 0.002 A 7.7 0.006 WBT A 0.0 ‐A0.0 ‐A0.0 ‐A0.0 ‐A0.0 ‐A0.0 ‐ SBLTR A 9.5 0.058 A 9.5 0.046 A 9.5 0.058 A 9.5 0.046 A 9.5 0.058 A 9.5 0.046 7. Reliance Road/Gas Station Driveway EB A 8.2 0.164 A 8.6 0.241 A 8.2 0.164 A 8.6 0.241 A 8.2 0.164 A 8.6 0.241 WB A 8.1 0.185 A 8.1 0.180 A 8.1 0.185 A 8.1 0.180 A 8.1 0.185 A 8.1 0.180 SB A 7.6 0.087 A 7.8 0.080 A 7.6 0.087 A 7.8 0.080 A 7.6 0.087 A 7.8 0.080 1. Capacity analysis based on Highway Capacity Manual 6th Edition and 2000 methodology, using Synchro 11. Approach/ Lane Group Opening Year (2025) No Build Conditions PM Peak Hour Notes: AM Peak Hour Opening Year (2025) Build Conditions (Alternative B) AM Peak Hour PM Peak Hour Opening Year (2025) Build Conditions (Alternative A) PM Peak HourAM Peak Hour 40 386 I‐81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 Table 8‐2 I‐81 at Reliance Road ‐ Operational and Safety Analysis Report Opening Year (2025) Conditions Queuing Summary 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 1.Reliance Road/U.S. Route 11 WBT ‐43 112 70 212 43 112 70 212 43 112 70 212 WBR 240670035670035670035 NBT ‐115 238 79 248 115 238 79 248 115 238 79 248 SBL ‐25 56 45 154 25 56 45 154 25 56 45 154 SBT 285 12 32 43 147 12 32 43 147 12 32 43 147 2.Reliance Road/Birmingham Drive EBL 520 ‐0 ‐0 ‐0 ‐0 ‐0 ‐0 EBT 520 ‐‐‐‐‐‐‐‐‐‐‐‐ SBL ‐‐40 ‐93 ‐40 ‐93 ‐40 ‐93 SBR ‐‐3 ‐3 ‐3 ‐3 ‐3 ‐3 3.Carolyn Ave/Reliance Rd NBLR ‐‐13 ‐18 ‐13 ‐18 ‐13 ‐18 WBL 200 ‐3 ‐5 ‐3 ‐5 ‐3 ‐5 WBT 200 ‐‐‐‐‐‐‐‐‐‐‐‐ 4. I‐81 SB Ramp/Reliance Road ‐ Unsignalized WBL 550 ‐3 ‐3 ‐‐‐‐‐‐‐‐ SBLTR 850 ‐230 ‐160 ‐‐‐‐‐‐‐‐ Potential Improvement: Signalization EBTR ‐ ‐‐‐‐86 246 165 378 ‐‐‐‐ WBLT 550 ‐‐‐‐98 399 157 290 ‐‐‐‐ SBLTR 850 ‐‐‐‐26 116 90 180 ‐‐‐‐ Potential Improvement: Southbound Right Turn Lane ‐ Unsignalized WBL 550 ‐‐‐‐‐‐‐‐‐3 ‐3 SBLT 850 ‐‐‐‐‐‐‐‐‐15 ‐23 SBR 200 ‐‐‐‐‐‐‐‐‐135 ‐70 5. I‐81 NB Ramp/Reliance Road ‐ Unsignalized NBLTR 800 ‐755 ‐293 ‐‐‐‐‐‐‐‐ EBL 550 ‐23 ‐20 ‐‐‐‐‐‐‐‐ Potential Improvement: Signalization EBLT ‐‐‐‐‐169 314 56 83 167 309 147 303 WBTR ‐‐‐‐‐75 136 48 100 75 136 48 100 NBLTR 800 ‐‐‐‐257 358 150 217 257 358 150 217 6. Buckton Road/Reliance Road NBLTR ‐‐5 ‐5 ‐5 ‐5 ‐5 ‐5 EBL ‐‐3 ‐3 ‐3 ‐3 ‐3 ‐3 EBT ‐ ‐‐‐‐‐‐‐‐‐‐‐‐ WBL 000000 WBT ‐ ‐‐‐‐‐‐‐‐‐‐‐‐ SBLTR ‐‐5 ‐3 ‐5 ‐3 ‐5 ‐3 7. Reliance Road/Gas Station Driveway EBLT ‐‐15 ‐23 ‐15 ‐23 ‐15 ‐23 WBTR ‐‐18 ‐15 ‐18 ‐15 ‐18 ‐15 NBLTR ‐‐8 ‐8 ‐8 ‐8 ‐8 ‐8 Notes: 1.Capacity analysis based on Highway Capacity Manual 6th Edition and 2000 methodology, using Synchro 11. 2. "~" ‐ 50th percentile volume exceeds capacity, queue may be longer. 3. "#" ‐ 95th percentile volume exceeds capacity, queue may be longer. 4. "m" ‐ Volume for 95th percentile queue is metered by upstream signal. Opening Year (2025) Build Conditions (Alternative B) AM Peak Hour PM Peak HourApproach/ Lane Group Storage Length (ft) Opening Year (2025) No Build Conditions Opening Year (2025) Build Conditions (Alternative A) AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour 41 387 I‐81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 Table 8‐3 I‐81 at Reliance Road ‐ Operational and Safety Analysis Report Design Year (2047) Conditions Levels of Service Summary1 LOS Delay (s) v/c LOS Delay (s) v/c LOS Delay (s) v/c LOS Delay (s) v/c LOS Delay (s) v/c LOS Delay (s) v/c 1. Reliance Road/U.S. Route 11 EB A 0.0 0.000 E 56.7 0.314 A 0.0 0.000 E 56.7 0.314 A 0.0 0.000 E 56.7 0.314 WBT B 17.7 0.240 C 26.7 0.724 B 17.7 0.240 C 26.7 0.724 B 17.7 0.240 C 26.7 0.724 WBR C 32.9 0.900 B 15.6 0.360 C 32.9 0.900 B 15.6 0.360 C 32.9 0.900 B 15.6 0.360 NB C 29.5 0.850 C 24.6 0.796 C 29.5 0.850 C 24.6 0.796 C 29.5 0.850 C 24.6 0.796 SBL B 19.0 0.590 B 15.5 0.633 B 19.0 0.590 B 15.5 0.633 B 19.0 0.590 B 15.5 0.633 SBT B 10.3 0.120 A 8.7 0.308 B 10.3 0.120 A 8.7 0.308 B 10.3 0.120 A 8.7 0.308 Overall C 27.1 ‐B 18.4 ‐C 27.1 ‐B 18.4 ‐C 27.1 ‐B 18.4 ‐ 2. Reliance Road/Birmingham Drive EBL A 9.6 0.007 A 8.7 0.016 A 9.6 0.007 A 8.7 0.016 A 9.6 0.007 A 8.7 0.016 EBT A 0.0 ‐A0.0 ‐A0.0 ‐A0.0 ‐A0.0 ‐A0.0 ‐ SBL D 33.9 0.396 E 45.2 0.673 D 33.9 0.396 E 45.2 0.673 D 33.9 0.396 E 45.2 0.673 SBR B 14.8 0.032 B 11.6 0.042 B 14.8 0.032 B 11.6 0.042 B 14.8 0.032 B 11.6 0.042 3. Carolyn Ave/Reliance Rd NBLTR B 14.3 0.186 C 18.7 0.242 B 14.3 0.186 C 18.7 0.242 B 14.3 0.186 C 18.7 0.242 WBL A 8.4 0.025 A 9.3 0.084 A 8.4 0.025 A 9.3 0.084 A 8.4 0.025 A 9.3 0.084 WBT A 0.0 ‐A0.0 ‐A0.0 ‐A0.0 ‐A0.0 ‐A0.0 ‐ 4. I‐81 SB Ramp/Reliance Road ‐ Unsignalized WBL A 9.0 0.037 A 9.3 0.039 ‐‐‐‐‐‐‐‐‐‐‐‐ SBLTR F 64.6 0.969 E 39.9 0.850 ‐‐‐‐‐‐‐‐‐‐‐‐ Potential Improvement: Signalization EBTR ‐‐‐‐‐‐A 6.3 0.490 A 10.0 0.600 ‐‐‐‐‐‐ WBLT ‐‐‐‐‐‐A 7.2 0.450 A 9.1 0.350 ‐‐‐‐‐‐ SBLTR ‐‐‐‐‐‐D 46.8 0.630 D 50.4 0.770 ‐‐‐‐‐‐ Overall ‐‐‐‐‐‐B 17.3 ‐C 20.9 ‐‐‐‐‐‐‐ Potential Improvement: Southbound Right Turn Lane ‐ Unsignalized WBL ‐‐‐‐‐‐‐‐‐‐‐‐A 9.0 0.037 A 9.3 0.039 SBLT ‐‐‐‐‐‐‐‐‐‐‐‐D 27.4 0.213 D 26.3 0.296 SBR ‐‐‐‐‐‐‐‐‐‐‐‐D 30.4 0.763 C 16.9 0.553 5. I‐81 NB Ramp/Reliance Road ‐ Unsignalized NBLTR F 589.8 2.195 F 226.6 1.340 ‐‐‐‐‐‐‐‐‐‐‐‐ EBL A 8.8 0.249 A 8.7 0.238 ‐‐‐‐‐‐‐‐‐‐‐‐ Potential Improvement: Signalization EBLT ‐‐‐‐‐‐B 13.9 0.710 A 4.9 0.640 B 18.7 0.710 B 11.0 0.640 WBTR ‐‐‐‐‐‐B 11.2 0.290 A 6.8 0.230 B 11.2 0.290 A 6.8 0.230 NBLTR ‐‐‐‐‐‐D 47.6 0.870 D 45.3 0.750 D 47.6 0.870 D 45.3 0.750 Overall ‐‐‐‐‐‐C 25.8 ‐B 15.7 ‐C 27.6 ‐B 18.6 ‐ 6. Buckton Road/Reliance Rd NBLTR B 13.3 0.061 B 13.3 0.068 B 13.3 0.061 B 13.3 0.068 B 13.3 0.061 B 13.3 0.068 EBL A 7.7 0.031 A 7.7 0.031 A 7.7 0.031 A 7.7 0.031 A 7.7 0.031 A 7.7 0.031 EBT A 0.0 ‐A0.0 ‐A0.0 ‐A0.0 ‐A0.0 ‐A0.0 ‐ WBL A 7.5 0.002 A 7.7 0.007 A 7.5 0.002 A 7.7 0.007 A 7.5 0.002 A 7.7 0.007 WBT A 0.0 ‐A0.0 ‐A0.0 ‐A0.0 ‐A0.0 ‐A0.0 ‐ SBLTR A 9.6 0.060 A 9.6 0.048 A 9.6 0.060 A 9.6 0.048 A 9.6 0.060 A 9.6 0.048 7. Reliance Road/Gas Station Driveway EB A 8.3 0.177 A 8.8 0.265 A 8.3 0.177 A 8.8 0.265 A 8.3 0.177 A 8.8 0.265 WB A 8.2 0.203 A 8.3 0.203 A 8.2 0.203 A 8.3 0.203 A 8.2 0.203 A 8.3 0.203 SB A 7.6 0.088 A 7.9 0.082 A 7.6 0.088 A 7.9 0.082 A 7.6 0.088 A 7.9 0.082 1. Capacity analysis based on Highway Capacity Manual 6th Edition and 2000 methodology, using Synchro 11. Notes: Approach/ Lane Group Design Year (2047) No Build Conditions Design Year (2047) Build Conditions (Alternative A) Design Year (2047) Build Conditions (Alternative B) AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour 42 388 I‐81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 Table 8‐4 I‐81 at Reliance Road ‐ Operational and Safety Analysis Report Design Year (2047) Conditions Queuing Summary 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 1.Reliance Road/U.S. Route 11 WBT ‐51 128 81 138 51 128 81 238 51 128 81 238 WBR 240 17 108 0 39 17 108 0 39 17 108 0 39 NBT ‐133 273 96 278 133 273 96 278 133 273 96 278 SBL ‐28 62 52 166 28 62 52 166 28 62 52 166 SBT 285 14 36 51 164 14 36 51 164 14 36 51 164 2.Reliance Road/Birmingham Drive EBL 520 ‐0 ‐0 ‐0 ‐0 ‐0 ‐0 EBT 520 ‐‐‐‐‐‐‐‐‐‐‐‐ SBL ‐‐45 ‐108 ‐45 ‐108 ‐45 ‐108 SBR ‐‐3 ‐3 ‐3 ‐3 ‐3 ‐3 3.Carolyn Ave/Reliance Rd NBLR ‐‐18 ‐23 ‐18 ‐23 ‐18 ‐23 WBL 200 ‐3 ‐8 ‐3 ‐8 ‐3 ‐8 WBT 200 ‐‐‐‐‐‐‐‐‐‐‐‐ 4. I‐81 SB Ramp/Reliance Road ‐ Unsignalized WBL 550 ‐3 ‐3 ‐‐‐‐‐‐‐‐ SBLTR 850 ‐303 ‐223 ‐‐‐‐‐‐‐‐ Potential Improvement: Signalization EBTR ‐ ‐‐‐‐121 287 206 426 ‐‐‐‐ WBLT 550 ‐‐‐‐285 445 167 313 ‐‐‐‐ SBLTR 850 ‐‐‐‐52 154 115 213 ‐‐‐‐ Potential Improvement: Southbound Right Turn Lane ‐ Unsignalized WBL 550 ‐‐‐‐‐‐‐‐‐3 ‐3 SBLT 850 ‐‐‐‐‐‐‐‐‐20 ‐30 SBR 200 ‐‐‐‐‐‐‐‐‐170 ‐85 5. I‐81 NB Ramp/Reliance Road ‐ Unsignalized NBLTR 800 ‐900 ‐388 ‐‐‐‐‐‐‐‐ EBL 550 ‐25 ‐23 ‐‐‐‐‐‐‐‐ Potential Improvement: Signalization EBLT ‐‐‐‐‐204 #384 63 90 201 #378 174 359 WBTR ‐‐‐‐‐86 148 56 114 86 148 56 114 NBLTR 800 ‐‐‐‐267 #380 160 228 267 #380 160 228 6. Buckton Road/Reliance Road NBLTR ‐‐5 ‐5 ‐5 ‐5 ‐5 ‐5 EBL ‐‐3 ‐3 ‐3 ‐3 ‐3 ‐3 EBT ‐ ‐‐‐‐‐‐‐‐‐‐‐‐ WBL 000000 WBT ‐ ‐‐‐‐‐‐‐‐‐‐‐‐ SBLTR ‐‐5 ‐5 ‐5 ‐5 ‐5 ‐5 7. Reliance Road/Gas Station Driveway EBLT ‐‐15 ‐25 ‐15 ‐25 ‐15 ‐25 WBTR ‐‐18 ‐20 ‐18 ‐20 ‐18 ‐20 NBLTR ‐‐8 ‐8 ‐8 ‐8 ‐8 ‐8 Notes: 1. Capacity analysis based on Highway Capacity Manual 6th Edition and 2000 methodology, using Synchro 11. 2. "~" ‐ 50th percentile volume exceeds capacity, queue may be longer. 3. "#" ‐ 95th percentile volume exceeds capacity, queue may be longer. 4. "m" ‐ Volume for 95th percentile queue is metered by upstream signal. Design Year (2047) Build Conditions (Alternative B) AM Peak Hour PM Peak HourApproach/ Lane Group Storage Length (ft) Design Year (2047) No Build Conditions Design Year (2047) Build Conditions (Alternative A) AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour 43 389 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 SECTION 9 SAFETY ANALYSIS Safety Impact Comparison The impacts to safety along to the road network were assessed based on a review of the proposed roadway geometries and the projected traffic operations of the interchange. As mentioned previously, the recommended improvements to the interchange would be limited to the installation of traffic signals. The proposed Build condition lane use would be consistent with No-Build conditions and no new turning movements would be introduced. Therefore, a total of 28 vehicular conflict points would continue to be present under either the No-Build or Build conditions. Because the improvements would be limited to the intersections of Reliance Road and the I-81 On/Off-Ramps, no changes in access on I-81 would occur. Therefore, there would be any additional merge, diverge, or weaving maneuvers required along I-81. In order to provide a safety comparison of No Build and Build conditions, a predictive crash analysis was performed for Opening Year (2025) conditions using the methodologies presented in Chapter 10 of AASHTO’s Highway Safety Manual (HSM) for both I-81 ramp intersections on Reliance Road. The analysis worksheets are included in Appendix H and the results are summarized in Table 9-1. The results indicate that signalization of both intersections would reduce the predicted number of angle crashes. While the number of rear end crashes may increase, these types of crashes tend to be less severe. Therefore, while there is a slight increase in the total number of predicted crashes under Build conditions when compared to No Build conditions, the number of fatal and injury crashes would decrease, indicating that the proposed signalization would reduce the severity of crashes at the subject interchange. Under Build (Alternative B) conditions, the installation of a right turn lane on the I-81 SB Ramp would reduce the number of crashes compared to No Build conditions while the number of fatal and injury crashes would be generally consistent with Build (Alternative A) conditions). In addition, the proposed traffic installation would have positive safety impacts to the I-81 ramps. As shown in the operational analysis, queuing in the ramps would be reduced, helping to reduce the potential for rear end crashes. The potential for queuing spillback from the ramps onto the freeway lanes would be reduced, helping to reduce to potential for crashes at the diverge points. 44 390 I‐81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 Table 9‐1 I‐81 at Reliance Road ‐Operational and Safety Analysis Report Predicted Crash Analysis Summary (1) Collision Type No Build Build (Alternative A) Build (Alternative B)No Build Build (Alternative A) Build (Alternative B) Collision with animal 0.054 0.012 0.012 0.077 0.016 0.066 Collision with bicycle 0.005 0.006 0.006 0.008 0.008 0.007 Collision with pedestrian 0.005 0.006 0.006 0.008 0.008 0.007 Overturned 0.027 0.018 0.018 0.039 0.024 0.033 Ran off road 0.658 0.385 0.385 0.942 0.514 0.810 Other single‐vehicle collision 0.043 0.030 0.030 0.062 0.040 0.053 Total single‐vehicle crashes 0.792 0.457 0.457 1.135 0.610 0.976 Angle collision 2.323 1.649 1.649 3.327 2.201 2.861 Head‐on collision 0.216 0.325 0.325 0.309 0.434 0.266 Rear‐end collision 1.304 2.564 2.564 1.868 3.422 1.606 Sideswipe collision 0.544 0.710 0.710 0.780 0.948 0.670 Other multiple‐vehicle collision 0.210 0.313 0.313 0.301 0.418 0.259 Total multiple‐vehicle crashes 4.598 5.560 5.560 6.584 7.422 5.662 Collision Severity Total 5.390 6.018 6.018 7.719 8.032 6.638 Fatal and Injury (FI)2.323 2.046 2.046 3.327 2.731 2.861 Property Damage Only (PDO)3.067 3.972 3.972 4.392 5.301 3.777 Notes: 1. Based on the methodologies presented in Chapter 10 of AASHTO’s Highway Safety Manual. Predicted Crashes Per Year I‐81 NB Ramps & Reliance Road I‐81 SB Ramps & Reliance Road 45 391 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 SECTION 10 CONCLUSIONS Conclusions The principal findings of this Operational and Safety Analysis Report are as follows: 1. The existing conditions analysis indicates that all study intersections that currently operate under stop sign control, operate at an acceptable level-of-service (LOS) “C” or better during the weekday AM and PM peak hours with volume-to-capacity (v/c) ratios below 0.50. 2. Under Opening Year (2025) No Build conditions the I-81 NB ramp at Reliance Road would operate at LOS “F” with v/c ratios exceeding 1.0 during the AM peak hour. Projected northbound queuing would extend to the I-81 diverge point. The southbound approach of the I-81 SB Ramp/Reliance Road intersection would approach capacity (LOS “E”) during the AM peak hour with a v/c ratio of 0.87. 3. Under Opening Year (2025) Alternative A Build conditions, that assume the recommended installation of new traffic signals at both I-81 ramp intersections to Reliance Road, both interchange intersections would operate at overall level-of-service “C” or better with all lane groups operating at LOS “D” or better. Volume-to-capacity (v/c) ratios would be 0.85 or less for all lane groups and projected queuing would be accommodated within the available storage. These recommended traffic signals were identified in the Hester Trust Property traffic study as required under future conditions with or without the site development. 4. Under Opening Year (2025) Alternative B conditions for 2025 that assume the installation of a new traffic signal at the I-81 NB ramp intersection and the construction of a right turn lane on the I-81 SB Ramp intersection to Reliance Road, the signalized I-81 NB Ramp intersection would operate at overall level-of-service “C” or better with all lane groups operating at LOS “D” or better. The unsignalized I-81 SB Ramp approach would operate at LOS “D” or better. Volume-to-capacity (v/c) ratios would be 0.85 or less for all lane groups and projected queuing would be accommodated within the available storage. 5. The results of the Design Year (2047) conditions are generally consistent to Opening Year (2025) conditions with increases in vehicular delays, v/c ratios, and queuing. Assuming signalization at the I-81 ramp intersections at Reliance Road (Build Conditions), the intersections would operate at acceptable levels-of-service (Overall LOS “C” or better) with v/c rations under 1.0. Projected queuing could be accommodated within the available storage and would not impact freeway operations. 6. Based on the safety analysis, the proposed signalization improvements would not add any new vehicular conflict points or freeway access points. The installation of traffic signals is anticipated to help reduce the number of angle crashes and reduce the overall severity of projected crashes within the project area. 46 392 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 7. Given that the construction of a southbound right-turn lane on the I-81 SB Ramp would serve the dominant right turning traffic with acceptable levels-of-service and queuing, Alternative B is recommended. In addition, under this alternative, traffic on Reliance Road would not be required to stop at the intersection with the I-81 SB Ramps. 8. The proposed improvements at the I-81 and Reliance Road interchange are not anticipated to impact the existing Limited-Access-Line. 9. The recommended ramp signalization and geometric improvements are not currently funded. Any potential contributions made by the developer to fund the mitigation measures identified in this study will be determined during the rezoning process and in coordination with VDOT and Frederick County staff. O:\Projects\8501-9000\8555 Hester Property\Documents\OSAR\Hester Property OSAR (W+A 11.14.2023).docx 47 393 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 APPENDIX A Framework Document 394 LD-459 Page 1 of 6 (10-26-2020) VIRGINIA DEPARTMENT OF TRANSPORTATION LOCATION AND DESIGN OPERATIONAL AND SAFETY ANALYSIS REPORT FRAMEWORK DOCUMENT Date: 4/4/2023 Submission From Middletown, LLC Prepared By Wells + Associates, Inc. Project Information UPC n/a State Project Number n/a District Staunton City/County Frederick County, VA Federal Project Number n/a Project Name Hester Trust Property Operational and Safety Analysis Report (OSAR) Need for Access Revision Provide information that addresses the current and projected needs for the facility. Explain why the existing access points and the existing or improved local system is unable to meet the future needs. Brief mention of the history of the area pertinent to the project that has led to the need for the project (example: population growth, recent/future development, land use, etc.), understanding that this will be discussed in more detail in the Access Report. The interchange at I-81 and Reliance Road (Mile Marker 302) is currently designed as a diamond interchange with single-lane approaches. The off-ramp intersections at Reliance Road operate under Stop-control. Reliance Road is a two-lane undivided roadway with no turn lanes provided at the interchange. The Applicant, Middletown, LLC, has submitted an application to rezone a property along the east side of Valley Pike (U.S. Route 11) and north of Mustang Lane (Tax Map #84-A-78) to provide a total of 848,000 S.F. of general light industrial uses. As part of the rezoning process for the Hester Trust Property the “Hester Trust Property – Transportation Impact Analysis” dated July 27, 2022 was prepared. Based on the results of the study, signalization of the following intersections was recommended to accommodate background traffic growth and site generated traffic: 1.I-81 Northbound Ramps/Reliance Road 2.I-81 Southbound Ramps/Reliance Road The existing single lane approaches at the above intersection are proposed to be maintained. Signalization of these above intersections would reduce vehicular delays and queuing. These improvements had previously been recommended by other area traffic studies. In order to assess the impact to interchange operations, an Operational and Safety Analysis Report (OSAR) was requested by VDOT staff. In addition, the intersection of Valley Pike (U.S. Route 11)/Reliance Road is proposed to be signalized in conjunction with the rezoning. A-1 395 LD-459 Page 2 of 6 (10-26-2020) Project Description and Location Provide information that includes a clear and detailed written description (including all components) of the project scope of work. Include the precise location and boundaries of the proposed project. Include maps and/or aerial photography of the general project area and area of influence. Maps, aerial photos, or conceptual schematic drawings should be to an appropriate scale and show approximate distances between interchanges, major intersections, and other key features. The subject interchange location should be identified by milepost and by relation to adjacent interchanges and major roads in the system. This OSAR is being prepared in association with the Hester Trust Property rezoning case. The Applicant, Middletown, LLC, proposes to rezone the property to construct approximately 848,000 S.F. of general light industrial uses in Frederick County, Virginia. The new development is proposed to be constructed along the east side of Valley Pike (U.S. Route 11) and north of Mustang Lane (Tax Map #84-A-78). The subject site consists of approximately 101.25 total acres. A total of 77 acres is proposed to be developed with a total of 848,000 S.F. of general light industrial uses. A portion of the site (approximately 17.25 acres) will be reserved for future public use and regional stormwater management immediately to the west of Middletown Elementary School. Site access is proposed to be provided via two (2) full-movement driveways on Valley Pike (U.S. Route 11). No direct access to Mustang Lane is proposed for industrial uses. As mentioned above, signalization of the I-81 Off-ramp intersections at Reliance Road was recommended as part of the recently prepared traffic impact study. The interchange is located at Mile Marker 302 on I-81. No change in access on I-81 is proposed. See Figure 1 for the location of the study interchange and the Hester Trust Property site. Operational and Safety Analysis Provide information that supports the operational and safety performance of the existing freeway system and local transportation system, as well as future no build and proposed alternatives that will be analyzed within the study area. It is recommended that the goals and objectives be defined in a manner which relate to the desired and acceptable operational performance of the system. With this approach, a future no-build condition can be established as a base of comparison, and future build alternatives may be assessed with a focus on the goals and objectives of the stakeholders. Please refer to TOSAM for policies and procedures. The purpose of the operational analysis is to determine if the proposed improvements would adequately reduce vehicular delays and limit queuing from spilling back onto mainline I-81. As part of the analysis, the following scenarios will be included: 1. 2022 Existing Conditions 2. 2025 Opening Year No-Build Conditions 3. 2025 Opening Year Build Conditions 4. 2047 Design Year No-Build Conditions 5. 2047 Design Year Build Conditions Capacity analysis will be performed for the study intersections using Synchro version 11 software and the Highway Capacity Manual 6th Edition methodologies. Results will include vehicular delays, volume-to-capacity ratios, and queueing. The goals of the capacity analysis would be to maintain level-of-service “D”, volume to capacity ratios below 1.0, and queues lengths within the available off-ramp storage area. VDOT crash data from 2018-2022 will be reviewed for the subject intersections. The crash analysis will include crash type, severity, direction, and potential contributing factors at each intersection. In addition, crash modification factors will be applied for the proposed treatments to forecast the anticipated future crash rates. A-2 396 LD-459 Page 3 of 6 (10-26-2020) Traffic and Safety Analysis Tools Selected and Justification Provide information on which tools are selected for use in the analysis. Please see Traffic Engineering Division’s Traffic Operations and Safety Analysis Manual TOSAM Chapter 3 and Section 9.1.2 – Analysis Tool Consideration for guidance. Note that HCS is the only software that does not have to be calibrated; any modeling software will need to be calibrated (including those based on HCM). The improvements would be limited to the intersections of Reliance Road and the I-81 On/Off-Ramps. The I-81 off- ramps currently operate under Stop-control at the intersections with Reliance Road. No change in access on I-81 is proposed. Therefore, freeway operations on I-81 are not anticipated to be affected by the proposed improvements. Traffic operations at the I-81 Northbound and Southbound Off-Ramp approaches to Reliance Road will be analyzed with Synchro version 11 using the Highway Capacity Manual reports. Study Area Provide information on the limits of the Study area, which needs to cover the entire Influence Area of the interchange; this must include at least the first adjacent interchange on either side of the proposed change in access. The area of influence along the local roadway network should extend at least to the first adjacent signal in either direction or to the first major intersection. Note, for multilane crossroads this is assumed to be ½ mile, while for 2-lane crossroads it is assumed to be ¼ mile, UNLESS there is justification approved by District Traffic Engineer to define the operational area to be less. For additional guidance please see TOSAM Chapter 2. No change in access on I-81 is proposed. The improvements would be limited to the intersections of Reliance Road and the I-81 On/Off-Ramps. Therefore, the study area (see Attachments IA/IB) would include the following intersections on Reliance Road (see Figure 2): 1. Valley Pike (U.S. Route 11)/Reliance Road 2. Birmingham Drive/Reliance Road 3. Carolyn Avenue/Reliance Road 4. I-81 Southbound Ramps/Reliance Road 5. I-81 Northbound Ramps/Reliance Road 6. Buckton Road/Reliance Road 7. By-Right Gas Station Driveway/Reliance Road Existing Configuration and Roadway Geometrics Provide information describing the existing configuration, geometry and other design features of existing roadways, interchanges and intersections in the area of influence, including identifying any elements that do not meet current design standards. Please refer to TOSAM Chapter 6 for guidance. The I-81 Northbound and Southbound off-ramps are currently single lane approaches that operate under Stop- control at their intersections with Reliance Road. Reliance Road is a two-lane undivided roadway with no turn lanes provided at the interchange. The existing single lane approaches are proposed to be maintained. Other study intersections along Reliance Road operate under Stop control. It is noted that signalization is recommended at the Valley Pike (U.S. Route 11)/Reliance Road intersection by the “Hester Trust Property – Transportation Impact Analysis” dated July 27, 2022. In addition, signalization of the intersection was proffered by the Village at Middletown development. Peak Periods for Analysis Provide information that specifies the time frame during AM, PM and/or any other peak period to be analyzed. The project team should consider varying time periods that will influence system performance for the expected alternatives This study will evaluate the subject intersections under weekday AM (6:00 AM – 9:00 AM) and PM (4:00 PM – 7:00 PM) peak hour traffic conditions. A-3 397 LD-459 Page 4 of 6 (10-26-2020) Proposed Data Collection (including pedestrians, bicycles, and transit) Provide information containing the types of data being collected in accordance with TOSAM Chapter 6 Standard Data Requirements for Analyses. For the purposes of this document and the accompanying Interchange Access Report or Operational and Safety Analysis Report, five (5) years of traffic data and crash history shall be provided. If five years cannot be provided, an explanation is required and approved by District Traffic Engineer. Turning movement counts were collected on Tuesday, May 3, 2022. The AM and PM peak hour volumes will be analyzed for this analysis. Based on data provided by VDOT and as outlined in the traffic study, no additional traffic adjustments are required to account for the impact of the COVID-19 pandemic. Supplemental traffic counts will be conducted at intersections not previously studied in the original TIA. Pedestrian and bicycle facilities are not present at the interchange and therefore will not be included in the analysis. The safety analysis will include VDOT crash data for the five-year period from 2018-2022. Opening Year and Design Year Provide information which indicates the facilities opening year and design year in accordance with Road Design Manual Chapter 2A. Consistent with the previously prepared traffic study, year 2025 conditions will be analyzed. In addition, 2047 conditions (buildout + 22 years) will be analyzed. Travel Demand Model and Growth Rates Selected Provide information to explain which travel demand forecasting model and method will be used. This should follow the methodologies set forth in VDOT’s Virginia Travel Demand Modeling Policies and Procedures Manual. If MPO model is not going to be used—explain why. Traffic forecasts will be prepared based on methodologies assumed in the “Hester Trust Property – Transportation Impact Analysis” dated July 27, 2022. A 1.0% growth rate will be applied to movements along Valley Pike (U.S. Route 11), Reliance Road, and the I-81 Ramps, consistent with the traffic study to account for the growth between the existing year (2022) and the opening year (2025). For the regional growth between the opening year (2025) and the design year (2047), a 0.5% annual growth rate will be applied. Pipeline projects to be included: • Village at Middletown • Seasons of Middletown • By-Right Gas Station For analysis purposes, the Institute of Transportation Engineers (ITE) Trip Generation 11th Edition, Land Use Code 110 (General Light Industrial) will be used. Trip distributions will be consistent with the traffic impact study (see Figure 1). Specific Performance Goal of the Measures of Effectiveness (MOE) to Determine Acceptability of Alternatives Based upon the Purpose/Need (as found in the NEPA Document) for the access change list each Measures of Effectiveness (MOE), why selected, and describe what will be the specific performance goal of each of the MOE’s in determining operational acceptability of alternatives. Please see TOSAM Chapter 4 and 9 for MOE’s. (Note that only HCM analysis has a Level-of-Service (LOS) performance standard, so LOS should not be used as a MOE in traffic analysis using modeling programs.) Vehicular delay, volume-to-capacity ratios, and queuing will be reported using Synchro version 11 software and Highway Capacity Manual 6th Edition methodologies. Vehicular delay was selected as a measure-of -effectiveness to assess whether acceptable delays would be maintained for vehicles in the study area. An HCM level-of-service “D” standard was assumed, equating to 35 seconds or less at Stop-controlled approaches and 55 seconds or less at signalized approaches. Volume-to-capacity ratios were selected as a measure-of-effectiveness to assess whether the subject intersections would remain below saturated conditions. A maximum 1.0 v/c threshold was assumed as the goal. A-4 398 LD-459 Page 5 of 6 (10-26-2020) Projected queues (average and 95th percentile) were selected as a measure-of-effectiveness to assess if queue spillback would upstream and downstream locations. The goal for the projected queues was to maintain: x Queuing within existing storage lanes x Queuing at the interchange intersections not to block the adjacent intersections x Queuing at the I-81 off-ramps to be accommodated on the ramp and not extend to the freeway Anticipated Deviations Please list any anticipated Design Exceptions / Design Waivers. Please refer to LD-IIM 227 for guidance. For any deviations from the policies or procedures shown in the TOSAM, please refer to Chapter 9 of the TOSAM for explanation and requirements. Model calibration parameters not conforming to VDOT TOSAM MUST obtain prior approval of VDOT Central Office & FHWA. The need for Design Waivers or Exceptions will be identified in the OSAR Funding Plan Provide the source of funding for the project. Include any pertinent information. Please refer to the following link for additional guidance http://www.virginiadot.org/projects/syip/virginia's_transportation_funding.asp The funding source has not been determined. As part of the rezoning process, the Applicant may proffer to contribute to the interchange ramp improvements. Project Schedule Provide information that defines what the project schedule is proposed to follow. For more information and guidance see the Location and Design Project Management Office website at: http://www.virginiadot.org/business/locdes/project_management_office.asp An Opening Year of 2025 is assumed for the proposed improvements. Any Other Considerations Environmental Considerations: If FHWA approval is required for access change, a NEPA document must be prepared for compliance, regardless of funding type. Based upon the proposed scope of work, preliminary environmental review indicates that the project would likely qualify for a Programmatic Categorical Exclusion (PCE) provided the following conditions are met. The project would not: • Adversely affect historic properties • Require an Individual water quality permit from the USACE • Adversely affect federally listed species or designated critical habitat, with the exception of a "may affect, likely to adversely affect" determination for a species with a Section 7 programmatic biological opinion • Require a noise analysis (Type I Project) • Cause disproportionately high or adverse effects on any minority or low-income populations including relocations and/or disruptions to community or emergency services • Use property protected by Section 4(f) of the U.S. Department of Transportation Act of 1966 or Section 6(f) of the Land and Water Conservation Act of 1965 Please note that the project must be properly programmed (i.e. fiscally constrained) in order for the NEPA decision to be issued AND that FHWA/VDOT approval of the access request is conditional until the NEPA decision has been obtained. A-5 399 VALLEY PIK5413CAROLYN AVENUEBIRMINGHAM DRIVE267BUCKTON ROADMAIN STREET (ROUTE 11)RELIANCEROAD INTERSTATE81NORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\23.0201 FRAMWORK GRAPHICS.DWGFigure 2Limits of Study AreaI-81 at Reliance Road OSARFrederick County, VirginiaXStudy IntersectionA-6 400 SITEVALLEY PIKE MAIN STREETMUSTANGLANEINTERSTATE8111INTERSTATE81INTERSTATE6611INTERSTATE81RELIAN C E R O A DSUBJECTINTERCHANGE NORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\23.0201 FRAMWORK GRAPHICS.DWGFigure 1Project LocationI-81 at Reliance Road OSARFrederick County, VirginiaA-7 401 LD-459 Page 6 of 6 (10-26-2020) The Interchange Access Report Framework Document is a living document: If during the design process information presented in the Framework Document is found to be no longer necessary or if alternate analysis parameters are determined to be more suitable, an updated Framework Document needs to be re-submitted for approval. ANY DEVIATIONS BETWEEN THE RESPONSES IN THE CURRENT PROJECT FRAMEWORK DOCUMENT AND THE FINAL IJR/IMR DOCUMENT MUST BE NOTED AND EXPLAINED IN THE ACCESS CHANGE DOCUMENT We the undersigned concur with the suggested level of information contained in this Framework document. District Location and Design Engineer Date District Traffic Engineer Date District Environmental Manager Date Asst. State Location and Date Design Engineer State Location and Design Engineer Date FHWA Area Engineer Date Ennis John-Allen owt69713 Digitally signed by Ennis John-Allen owt69713 DN: CN=Ennis John-Allen owt69713, OU=VDOT, OU=End-Users, OU=COV-Users, DC=cov, DC=virginia, DC=gov Date: 2023.04.04 13:44:52-04'00' Jordan Elizabeth fha89265 Digitally signed by Jordan Elizabeth fha89265 Date: 2023.04.07 15:01:46 -04'00' Darin Simpson Digitally signed by Darin Simpson Date: 2023.04.11 13:25:14 -04'00' Vernon W Heishman 2023.04.12 12:27:38-04'00' A-8 402 Heishman, Vernon <vernon.heishman@vdot.virginia.gov> RE: OSAR Framework Document for I-81 Exit 302 Development 1 message Clausen, Steven (FHWA) <steven.clausen@dot.gov>Fri, Apr 14, 2023 at 10:20 AM To: "Heishman, Vernon" <vernon.heishman@vdot.virginia.gov> Cc: Emmett Heltzel <emmett.heltzel@vdot.virginia.gov>, "Daly, Matthew (FHWA)" <matthew.daly@dot.gov> Morning Butch- I have reviewed the referenced framework document and have no comments at this time nor see this as a significant change to the interchange. However, please let me know if further improvements are proposed during the development of the document to evaluate if they are a significant change. Also, I would like to ensure the proposed traffic signal does not impact the off ramps (i.e. causing backup onto mainline I-81). Please let me know if you have any questions or comments. Thanks, Steven Clausen, PE Area Engineer, FHWA – VA Division Office Phone: (804) 775-3345 Email: Steven.Clausen@dot.gov From: Heishman, Vernon <vernon.heishman@vdot.virginia.gov> Sent: Thursday, April 13, 2023 12:14 PM To: Clausen, Steven (FHWA) <steven.clausen@dot.gov> Cc: Emmett Heltzel <emmett.heltzel@vdot.virginia.gov> Subject: OSAR Framework Document for I-81 Exit 302 Development CAUTION: This email originated from outside of the Department of Transportation (DOT). Do not click on links or open attachments unless you recognize the sender and know the content is safe. Good afternoon Steven! Attached is an OSAR framework document for your review and concurrence. This OSAR is to analyze the safety and operational needs at I-81 Exit 302 associated with rezoning of a property for development in Middletown (Staunton District). The property is located along Rte 11 near the interchange and is proposed for light industrial development. We are currently expecting the proposed improvements to include signalization at the Exit 302 ramp intersections and the Rte 11/Reliance Rd intersection but those improvements are subject to change with the analysis results. Assuming the proposed improvements remain as expected, the project is not likely to include any Limited Access change. As noted in the document, the current OSAR and expected improvements scope would not require a NEPA document unless a FHWA approval/action is needed. If the analysis results in a more significant set of improvements, a NEPA document may be required. If you see any other federal approvals or actions for this project that would require NEPA or feel this is considered a significant change that requires FHWA approval, please let me know. Please let me know if you have any questions. Thanks!A-9 403 Butch Heishman, P.E. Assistant State Location & Design Engineer VDOT Central Office - Location & Design (804) 502-2362 Cell (preferred) (804) 225-4310 Office Vernon.Heishman@vdot.virginia.gov A-10 404 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 APPENDIX A Framework Document 405 National Data & Surveying ServicesIntersection Turning Movement CountLocation:Valley Pike/US Rte 11/Main St & Reliance RdCity:MiddletownProject ID:Control:2-Way Stop(EB/WB)Date:NS/EW Streets:Explanation for extra leg movements1100011000010010100NL NT NRNU NL2 SL ST SRSU SR2 EL ET EREU WL WT WRWU WT2 E2L2 E2T2 E2R2 E2U2TOTALMovements entering the extra leg6:00 AM1161700131000011101111000000082 SR2 Movements coming from SB on Valley Pike/US Rte 11/Main St entering into the Extra Leg (Showalter Auto Repair Dwy)6:15 AM112250011101000010132500000081 WT2 Movements coming from WB on Reliance Rd entering into the Extra Leg(Showalter Auto Repair Dwy)6:30 AM1202200151400012102316000000106 NL2 Movements coming from NB on Valley Pike/US Rte 11/Main St entering into the Extra Leg(Showalter Auto Repair Dwy)6:45 AM127230118111001210261190000001327:00 AM1162600216000221020135001000132Movements exiting the extra leg7:15 AM02428003118200132024051000000184 E2L2 Movements exiting from Extra Leg (Showalter Auto Repair Dwy) entering into Valley Pike/US Rte 11/Main St heading NB7:30 AM04628003712100132021145000000197 E2T2 Movements exiting from Extra Leg(Showalter Auto Repair Dwy) entering into Reliance Rd heading EB7:45 AM22822002716000111021062000000181 E2R2 Movements exiting from Extra Leg (Showalter Auto Repair Dwy) entering into Valley Pike/US Rte 11/Main St heading SB8:00 AM23319001726000040024232000000159 E2U2 Movements exiting from Extra Leg (Showalter Auto Repair Dwy) entering into Reliance Rd heading EB8:15 AM031260016251000100190350000001548:30 AM033180030310001220184360000001758:45 AM232190025250001400132430100001679:00 AM022130019211000230222280001001349:15 AM12513001524200010091200000001119:30 AM025150019211000220133360000001379:45 AM12119001820300010019245000000149NL NT NRNU NL2 SL ST SRSU SR2 EL ET EREU WL WT WRWU WT2 E2L2 E2T2 E2R2 E2U2TOTALTOTAL VOLUMES :134113330133229013001031170296235080111002281APPROACH %'s :1.72% 54.22% 43.93% 0.00% 0.13% 52.28% 45.67% 2.05% 0.00% 0.00% 17.24% 53.45% 29.31% 0.00% 35.75% 2.78% 61.35% 0.00% 0.12% 50.00% 50.00% 0.00% 0.00%PEAK HR :07:15 AM38TOTALPEAK HR VOL :413197001127230031150903190000000721PEAK HR FACTOR :0.500 0.712 0.866 0.000 0.000 0.757 0.692 0.375 0.000 0.000 0.750 0.688 0.625 0.000 0.938 0.375 0.766 0.000 0.000 0.000 0.000 0.000 0.000HeadersNBL NBT NBR NBU NBL2 SBL SBT SBR SBU SBR2 EBL EBT EBR EBU WBL WBT WBR WBU WBT2 EB2L2 EB2T2 EB2R2 EB2U211000110000100101000000NL NT NRNU NL2 SL ST SRSU SR2 EL ET EREU WL WT WRWU WT2 E2L2 E2T2 E2R2 E2U2TOTAL10:00 AM1281900251500005101432000000013110:15 AM1341500222320000201221100000012410:30 AM032900202420022101321700000012410:45 AM2311100493110002101182900000017611:00 AM2312500302660024102011700000016511:15 AM1251200224140014202242700000016511:30 AM2261100273110024302022200000015111:45 AM3252200222340000202542402001015712:00 PM0241700363210031201933010000016912:15 PM0233000283620001102152800000017512:30 PM0321900233810016201812901000017112:45 PM217100118271115330226351110001551:00 PM031250020293001330202170000001541:15 PM131210018250001210204160000001401:30 PM231250024382000420153170000001631:45 PM32821002939200114025623000000182NL NT NRNU NL2 SL ST SRSU SR2 EL ET EREU WL WT WRWU WT2 E2L2 E2T2 E2R2 E2U2TOTALTOTAL VOLUMES :204492920141347832111942310297563622410102502APPROACH %'s :2.62% 58.92% 38.32% 0.00% 0.13% 44.65% 51.68% 3.46% 0.11% 0.11% 20.65% 45.65% 33.70% 0.00% 41.19% 7.77% 50.21% 0.28% 0.55% 50.00% 0.00% 50.00% 0.00%PEAK HR :11:45 AM12:00 AMTOTALPEAK HR VOL :3104880010912980048708313111130010672PEAK HR FACTOR :0.250 0.813 0.733 0.000 0.000 0.757 0.849 0.500 0.000 0.000 0.333 0.333 0.875 0.000 0.830 0.650 0.925 0.250 0.375 0.000 0.000 0.250 0.00011000110000100101000000NL NT NRNU NL2 SL ST SRSU SR2 EL ET EREU WL WT WRWU WT2 E2L2 E2T2 E2R2 E2U2TOTAL2:00 PM430220024362002330201180000201672:15 PM22570018291001320250221000101372:30 PM330220028304001150245250000001782:45 PM32730002441200322023320000100181 6633:00 PM12926002944300452021335110110206 7023:15 PM02423012940601326031425000020197 7623:30 PM03655004753400012026322000000249 8333:45 PM42636014549301124025330000001231 8834:00 PM23125004941300144031131010100225 9024:15 PM63737003042200122027733010010228 9334:30 PM12332003454200054033637000000231 9154:45 PM21927004053200021027429000000206 8905:00 PM23125003459100221037333001000231 8965:15 PM12222003552100452041330010000219 8875:30 PM32122012830200041031220000110167 8235:45 PM11614001740000122035215011110149 7666:00 PM11915111339401332031620001010161 6966:15 PM01525011725200211029214030200139 6166:30 PM11218011632100113033418000220145 5946:45 PM41114021916100153016615011120118 563NL NT NRNU NL2 SL ST SRSU SR2 EL ET EREU WL WT WRWU WT2 E2L2 E2T2 E2R2 E2U2TOTALTOTAL VOLUMES :41 484 497 1 8 576 805 46 0 3 31 55 52 0 566 68 492 2 9 4 10 14 1 3765APPROACH %'s :3.98% 46.94% 48.21% 0.10% 0.78% 40.28% 56.29% 3.22% 0.00% 0.21% 22.46% 39.86% 37.68% 0.00% 49.78% 5.98% 43.27% 0.18% 0.79% 13.79% 34.48% 48.28% 3.45%PEAK HR :04:15 PM12:00 AMTOTALPEAK HR VOL :11110121001382087003118012420132011010896PEAK HR FACTOR :0.458 0.743 0.818 0.000 0.000 0.863 0.881 0.875 0.000 0.000 0.375 0.550 0.500 0.000 0.838 0.714 0.892 0.000 0.250 0.250 0.000 0.250 0.00004:15 PM - 05:15 PM0.9700.756 0.929 0.611 0.911PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND11:45 AM - 12:45 PM0.9600.920 0.891 0.528 0.959NOON NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND EASTBOUND207:15 AM - 08:15 AM0.9150.784 0.917 0.792 0.852AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND22-260042-0035/3/2022Data - TotalValley Pike/US Rte 11/Main StValley Pike/US Rte 11/Main StReliance RdReliance RdB-1 406 National Data & Surveying ServicesIntersection Turning Movement Count Location:Reliance Rd & Carolyn Ave City:Middletown Project ID: Control:1-Way Stop(EB)Date: NS/EW Streets: 1100010001000000 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 6:00 AM 116000270020150000061 6:15 AM 026000353010120000077 6:30 AM 625000345000150000085 6:45 AM 3550003030201400000107 7:00 AM 2360004820201600000106 7:15 AM 3590005130301300000132 7:30 AM 1650005330102100000144 7:45 AM 4710004410201800000140 8:00 AM 14 77 0 0 0 51 1 0 1 0 13 0 0 0 0 0 157 8:15 AM 637000402010120000098 8:30 AM 4560004950501300000132 8:45 AM 4460003440701100000106 9:00 AM 332000483020110000099 9:15 AM 43700032104040000082 9:30 AM 32500025202070000064 9:45 AM 32500034000080000070 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :61 688 0 0 0 635 38 0 35 0 203 0 0 0 0 0 1660 APPROACH %'s :8.14% 91.86% 0.00% 0.00% 0.00% 94.35% 5.65% 0.00% 14.71% 0.00% 85.29% 0.00% PEAK HR :07:15 AM 38 TOTAL PEAK HR VOL :2227200019980706500000573 PEAK HR FACTOR :0.393 0.883 0.000 0.000 0.000 0.939 0.667 0.000 0.583 0.000 0.774 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1100010001000000 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 10:00 AM 64700034101080000097 10:15 AM 23300031201060000075 10:30 AM 43700035205070000090 10:45 AM 635000493020800000103 11:00 AM 237000421020100000094 11:15 AM 113200028101040000077 11:30 AM 8460004410201300000114 11:45 AM 6410003640301300000103 12:00 PM 53600032303090000088 12:15 PM 53200048202040000093 12:30 PM 632000413040100000096 12:45 PM 103600039601060000098 1:00 PM 7340005210101000000105 1:15 PM 104200028202050000089 1:30 PM 1145000295040900000103 1:45 PM 93200036101080000087 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :108 597 0 0 0 604 38 0 35 0 130 0 0 0 0 0 1512 APPROACH %'s :15.32% 84.68% 0.00% 0.00% 0.00% 94.08% 5.92% 0.00% 21.21% 0.00% 78.79% 0.00% PEAK HR :11:30 AM 12:00 AM TOTAL PEAK HR VOL :241550001601001003900000398 PEAK HR FACTOR :0.750 0.842 0.000 0.000 0.000 0.833 0.625 0.000 0.833 0.000 0.750 0.000 0.000 0.000 0.000 0.000 1100010001000000 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 2:00 PM 54300035102060000092 2:15 PM 1345000333000600000100 2:30 PM 8104000474000300000166 2:45 PM 12134000341020500000188 3:00 PM 1773000594040600000163 3:15 PM 8690005220001000000141 3:30 PM 1152000963010400000167 3:45 PM 1965000686010800000167 4:00 PM 16 45 0 0 0 75 5 0 0 0 10 0 0 0 0 0 151 4:15 PM 1346000622020600000131 4:30 PM 19 66 0 0 0 76 5 0 1 0 18 0 0 0 0 0 185 4:45 PM 11 57 0 0 0 59 7 0 2 0 17 0 0 0 0 0 153 5:00 PM 17 51 0 0 0 70 5 0 3 0 12 0 0 0 0 0 158 5:15 PM 17 71 0 0 0 42 1 0 4 0 12 0 0 0 0 0 147 5:30 PM 18 48 0 0 0 46 6 0 1 0 16 0 0 0 0 0 135 5:45 PM 1549000333050700000112 6:00 PM 1644000385000900000112 6:15 PM 10 31 0 0 0 25 1 0 2 0 11 0 0 0 0 0 80 6:30 PM 113700036302020000091 6:45 PM 926000213010120000072 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :265 1156 0 0 0 1007 70 0 33 0 180 0 0 0 0 0 2711 APPROACH %'s :18.65% 81.35% 0.00% 0.00% 0.00% 93.50% 6.50% 0.00% 15.49% 0.00% 84.51% 0.00% PEAK HR :04:30 PM 12:00 AM TOTAL PEAK HR VOL :642450002471801005900000643 PEAK HR FACTOR :0.842 0.863 0.000 0.000 0.000 0.813 0.643 0.000 0.625 0.000 0.819 0.000 0.000 0.000 0.000 0.000 23-260004-001 1/12/2023 04:30 PM - 05:30 PM 0.8690.878 0.818 0.908 0.8730.829 0.850 0.766 11:30 AM - 12:30 PM 07:15 AM - 08:15 AM 0.912 PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NOON NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 0.808 0.924 0.818 AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Data - Total Reliance Rd Reliance Rd Carolyn Ave Carolyn Ave B-2 407 National Data & Surveying ServicesIntersection Turning Movement Count Location:I-81 SB Ramps & Reliance Rd City:Middletown Project ID: Control:1-Way Stop(SB)Date: NS/EW Streets: 0000010001000100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 6:00 AM 0000701800351301170091 6:15 AM 00008029004829032000137 6:30 AM 0 0 0 0100340 054200 2240 0144 6:45 AM 0 0 0 0121440 046260 3340 0166 7:00 AM 00006127005733043800166 7:15 AM 00006055006132054900208 7:30 AM 00002137007728046100210 7:45 AM 00009054004729055200196 8:00 AM 00007047004124013500155 8:15 AM 00002141004926033600158 8:30 AM 00006128005218023900146 8:45 AM 0 0 0 0100330 038240 1350 0141 9:00 AM 00004028003119012800111 9:15 AM 0000702000291501220094 9:30 AM 00008127004214035400149 9:45 AM 0 0 0 0110440 032180 2350 0142 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :0 0 0 0 115 6 566 0 0 739 368 0 41 579 0 0 2414 APPROACH %'s :16.74% 0.87% 82.39% 0.00% 0.00% 66.76% 33.24% 0.00% 6.61% 93.39% 0.00% 0.00% PEAK HR :07:00 AM 37 TOTAL PEAK HR VOL :00002321730024212201820000780 PEAK HR FACTOR :0.000 0.000 0.000 0.000 0.639 0.500 0.786 0.000 0.000 0.786 0.924 0.000 0.900 0.820 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0000010001000100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 10:00 AM 00003126003519032100108 10:15 AM 0 0 0 0130190 036150 6200 0109 10:30 AM 0 0 0 0110180 030150 2260 0102 10:45 AM 00003020005116003100121 11:00 AM 00004024004622052700128 11:15 AM 0 0 0 0100280 039300 5360 0148 11:30 AM 00007036003917013100131 11:45 AM 0 0 0 0100330 040120 4280 0127 12:00 PM 0 0 0 0100220 049210 5310 0138 12:15 PM 00003027004818014100138 12:30 PM 00006030005214023800142 12:45 PM 00004231003412043800125 1:00 PM 00009020004416074100137 1:15 PM 00005028004811042800124 1:30 PM 00003121005212033200124 1:45 PM 00006032004224043800146 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :0 0 0 0 107 4 415 0 0 685 274 0 56 507 0 0 2048 APPROACH %'s :20.34% 0.76% 78.90% 0.00% 0.00% 71.43% 28.57% 0.00% 9.95% 90.05% 0.00% 0.00% PEAK HR :11:45 AM 12:00 AM TOTAL PEAK HR VOL :0000290112001896501213800545 PEAK HR FACTOR :0.000 0.000 0.000 0.000 0.725 0.000 0.848 0.000 0.000 0.909 0.774 0.000 0.600 0.841 0.000 0.000 0000010001000100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 2:00 PM 00008020003925053200129 2:15 PM 00004024003011043400107 2:30 PM 0 0 0 0141340 041220 3410 0156 2:45 PM 00007035005723003600158 3:00 PM 00009138005918014600172 3:15 PM 0 0 0 0120360 049150 3510 0166 3:30 PM 00008040008825034200206 3:45 PM 0 0 0 0110380 086250 1440 0205 4:00 PM 00007032006819004800174 4:15 PM 0 0 0 0170450 071190 4540 0210 4:30 PM 0 0 0 0120490 058240 5550 0203 4:45 PM 00009051006324065100204 5:00 PM 0 0 0 0140450 060280 4520 0203 5:15 PM 0 0 0 0150500 063290 4540 0215 5:30 PM 0 0 0 0151450 060200 2370 0180 5:45 PM 00001003400406033900132 6:00 PM 0 0 0 0100400 033140 2440 0143 6:15 PM 0 0 0 0110350 043140 1300 0134 6:30 PM 00009230003012024700132 6:45 PM 0000802100429032700110 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :0 0 0 0 210 5 742 0 0 1080 382 0 56 864 0 0 3339 APPROACH %'s :21.94% 0.52% 77.53% 0.00% 0.00% 73.87% 26.13% 0.00% 6.09% 93.91% 0.00% 0.00% PEAK HR :04:30 PM 12:00 AM TOTAL PEAK HR VOL :00005001950024410501921200825 PEAK HR FACTOR :0.000 0.000 0.000 0.000 0.833 0.000 0.956 0.000 0.000 0.968 0.905 0.000 0.792 0.964 0.000 0.000 04:30 PM - 05:30 PM 0.9590.942 0.948 0.963 PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 11:45 AM - 12:45 PM 0.9600.820 0.907 0.893 NOON NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 07:00 AM - 08:00 AM 0.9290.786 0.867 0.838 AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 22-260042-002 5/3/2022 Data - Total I-81 SB Ramps I-81 SB Ramps Reliance Rd Reliance Rd B-3 408 National Data & Surveying ServicesIntersection Turning Movement Count Location:I-81 NB Ramps & Reliance Rd City:Middletown Project ID: Control:1-Way Stop(NB)Date: NS/EW Streets: 0100000001000100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 6:00 AM 701000002418000119070 6:15 AM 1412000003619000910091 6:30 AM 14020000040250001390103 6:45 AM 21040000034240001560104 7:00 AM 251300000481500017170126 7:15 AM 320400000531200024190144 7:30 AM 430500000592100020260174 7:45 AM 320400000362100027120132 8:00 AM 161900000262200018140106 8:15 AM 250200000331800014180110 8:30 AM 201200000382000022110114 8:45 AM 25040000027210001012099 9:00 AM 14130000019160001612081 9:15 AM 804000001916000149070 9:30 AM 291000000173400028100119 9:45 AM 1803000001824000216090 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :3436520000052732600027920001733 APPROACH %'s :85.54% 1.50% 12.97% 0.00%61.78% 38.22% 0.00% 0.00% 0.00% 58.25% 41.75% 0.00% PEAK HR :07:00 AM 37 TOTAL PEAK HR VOL :132116000001966900088740576 PEAK HR FACTOR :0.767 0.250 0.800 0.000 0.000 0.000 0.000 0.000 0.831 0.821 0.000 0.000 0.000 0.815 0.712 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0100000001000100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 10:00 AM 121500000201900089074 10:15 AM 1408000002425000124087 10:30 AM 11130000019200001814086 10:45 AM 1606000003223000166099 11:00 AM 902000002228000219091 11:15 AM 12070000022270002940101 11:30 AM 1613000002619000169090 11:45 AM 1414000001932000186094 12:00 PM 15030000034250002140102 12:15 PM 22040000031210002170106 12:30 PM 15070000028290002570111 12:45 PM 1905000001821000227092 1:00 PM 200500000223100029120119 1:15 PM 414000002824000277095 1:30 PM 16030000031250002090104 1:45 PM 180600000282000023100105 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :2335750000040438900032612401556 APPROACH %'s :74.44% 1.60% 23.96% 0.00%50.95% 49.05% 0.00% 0.00% 0.00% 72.44% 27.56% 0.00% PEAK HR :12:15 PM 12:00 AM TOTAL PEAK HR VOL :76021000009910200097330428 PEAK HR FACTOR :0.864 0.000 0.750 0.000 0.000 0.000 0.000 0.000 0.798 0.823 0.000 0.000 0.000 0.836 0.688 0.000 0100000001000100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 2:00 PM 1703000002224000208094 2:15 PM 2307000001817000175087 2:30 PM 172300000233100025120113 2:45 PM 151800000343100021110121 3:00 PM 250100000343300022190134 3:15 PM 270400000352700029110133 3:30 PM 211500000544100022120156 3:45 PM 221500000504800024110161 4:00 PM 2511200000433200023190155 4:15 PM 230600000444300034130163 4:30 PM 292900000304100033140158 4:45 PM 201600000363500035140147 5:00 PM 241600000393400033140151 5:15 PM 311400000384100026170158 5:30 PM 2201000000373900019110138 5:45 PM 160300000321800025100104 6:00 PM 18050000024190002770100 6:15 PM 13030000030230001812099 6:30 PM 23160000018210002660101 6:45 PM 13010000020300001716097 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :424121070000066162800049624202570 APPROACH %'s :78.08% 2.21% 19.71% 0.00%51.28% 48.72% 0.00% 0.00% 0.00% 67.21% 32.79% 0.00% PEAK HR :04:30 PM 12:00 AM TOTAL PEAK HR VOL :10452500000143151000127590614 PEAK HR FACTOR :0.839 0.625 0.694 0.000 0.000 0.000 0.000 0.000 0.917 0.921 0.000 0.000 0.000 0.907 0.868 0.000 04:30 PM - 05:30 PM 0.9720.838 0.930 0.949 PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 12:15 PM - 01:15 PM 0.8990.933 0.882 0.793 NOON NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 07:00 AM - 08:00 AM 0.8280.776 0.828 0.880 AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 22-260042-001 5/3/2022 Data - Total I-81 NB Ramps I-81 NB Ramps Reliance Rd Reliance Rd B-4 409 National Data & Surveying ServicesIntersection Turning Movement Count Location:Reliance Rd & N Buckton Rd/Rte 842 City:Middletown Project ID: Control:2-Way Stop(EB/WB)Date: NS/EW Streets: 0100010001000100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 6:00 AM 0100019003000001024 6:15 AM 11500018202010000039 6:30 AM 01500016400010001037 6:45 AM 01200017305010003041 7:00 AM 02000217005000001045 7:15 AM 02100016205000011046 7:30 AM 03800016306000001064 7:45 AM 03000018304000000055 8:00 AM 12200125008000003060 8:15 AM 22200217105000002051 8:30 AM 02100023102000101049 8:45 AM 01800117408000000048 9:00 AM 01900124404000101054 9:15 AM 02310120305000004057 9:30 AM 01700017504000000043 9:45 AM 11400211401000000033 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :531710112813906703021190746 APPROACH %'s :1.55% 98.14% 0.31% 0.00% 3.32% 84.89% 11.78% 0.00% 95.71% 0.00% 4.29% 0.00% 9.09% 4.55% 86.36% 0.00% PEAK HR :07:30 AM 39 TOTAL PEAK HR VOL :31120037670230000060230 PEAK HR FACTOR :0.375 0.737 0.000 0.000 0.375 0.760 0.583 0.000 0.719 0.000 0.000 0.000 0.000 0.000 0.500 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0100010001000100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 10:00 AM 02300027103010000055 10:15 AM 02100117104000102047 10:30 AM 02500315002000103049 10:45 AM 01300021305020001045 11:00 AM 12620227112010103067 11:15 AM 01700215206000002044 11:30 AM 02200123205000003056 11:45 AM 22800422302000004065 12:00 PM 11600113204000102040 12:15 PM 01800224503010000053 12:30 PM 02400228402010010062 12:45 PM 01800222102010000046 1:00 PM 12410024303010001058 1:15 PM 02300020104000001049 1:30 PM 02300117304010003052 1:45 PM 01600114002000001034 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :533730223293215309041260822 APPROACH %'s :1.45% 97.68% 0.87% 0.00% 5.73% 85.68% 8.33% 0.26% 85.48% 0.00% 14.52% 0.00% 12.90% 3.23% 83.87% 0.00% PEAK HR :11:00 AM 12:00 AM TOTAL PEAK HR VOL :39320987811501010120232 PEAK HR FACTOR :0.375 0.830 0.250 0.000 0.563 0.806 0.667 0.250 0.625 0.000 0.250 0.000 0.250 0.000 0.750 0.000 0100010001000100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 2:00 PM 12110122302000001052 2:15 PM 01800016004000000038 2:30 PM 02000441575000201085 2:45 PM 12300248605000101087 3:00 PM 02400225804000011065 3:15 PM 02600227501000002063 3:30 PM 01400338304010003066 3:45 PM 247103457020000020109 4:00 PM 23100140805020003092 4:15 PM 13110228404010001073 4:30 PM 442201349090200000103 4:45 PM 02200439303000101073 5:00 PM 14300334306000100091 5:15 PM 02900228504010000069 5:30 PM 04010026302000006078 5:45 PM 02200325302000001056 6:00 PM 02700217402000000052 6:15 PM 11210022502010000044 6:30 PM 11600016103000002039 6:45 PM 01300211803000001038 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :14521703758293772080512601373 APPROACH %'s :2.58% 96.13% 1.29% 0.00% 5.15% 80.95% 12.93% 0.97% 90.00% 0.00% 10.00% 0.00% 15.63% 3.13% 81.25% 0.00% PEAK HR :04:00 PM 12:00 AM TOTAL PEAK HR VOL :7126308141240210501050341 PEAK HR FACTOR :0.438 0.750 0.375 0.000 0.500 0.881 0.667 0.000 0.583 0.000 0.625 0.000 0.250 0.000 0.417 0.000 23-260004-002 1/12/2023 04:00 PM - 05:00 PM 0.8280.708 0.883 0.591 0.500 0.8660.817 0.847 0.667 0.813 11:00 AM - 12:00 PM 07:30 AM - 08:30 AM 0.898 PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NOON NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 0.757 0.827 0.719 0.500 AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Data - Total Reliance Rd Reliance Rd N Buckton Rd/Rte 842 N Buckton Rd/Rte 842 B-5 410 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 APPENDIX C Existing Intersection Levels of Service and Queues (2022) 411 HCM 6th TWSC 2022 Existing AM 1: Reliance Rd & Main St 02/09/2023 Hester Property Synchro 11 Report Wells + Associates Page 1 Intersection Int Delay, s/veh 6.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 93 0 190 0 134 108 112 75 0 Future Vol, veh/h 0 0 0 93 0 190 0 134 108 112 75 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length -----242---285-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91 Heavy Vehicles, % 3 33333555555 Mvmt Flow 0 0 0 102 0 209 0 147 119 123 82 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 639 594 82 535 535 207 82 0 0 266 0 0 Stage 1 328 328 - 207 207 ------- Stage 2 311 266 - 328 328 ------- Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.15 - - 4.15 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 ------- Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 ------- Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.245 - - 2.245 - - Pot Cap-1 Maneuver 387 417 975 455 450 831 1497 - - 1281 - - Stage 1 683 645 - 793 729 ------- Stage 2 697 687 - 683 645 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 269 377 975 422 407 831 1497 - - 1281 - - Mov Cap-2 Maneuver 269 377 - 422 407 ------- Stage 1 683 583 - 793 729 ------- Stage 2 522 687 - 617 583 ------- Approach EB WB NB SB HCM Control Delay, s 0 12.6 0 4.9 HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h)1497 - - - 422 831 1281 - - HCM Lane V/C Ratio ----0.242 0.251 0.096 - - HCM Control Delay (s) 0 - - 0 16.2 10.8 8.1 - - HCM Lane LOS A - - A C B A - - HCM 95th %tile Q(veh) 0 - - - 0.9 1 0.3 - - C-1 412 HCM 6th TWSC 2022 Existing AM 3: Carolyn Ave & Reliance Rd 02/09/2023 Hester Property Synchro 11 Report Wells + Associates Page 2 Intersection Int Delay, s/veh 1.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 199 8 22 272 7 65 Future Vol, veh/h 199 8 22 272 7 65 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, % 3 33333 Mvmt Flow 219 9 24 299 8 71 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 228 0 571 224 Stage 1 - - - - 224 - Stage 2 - - - - 347 - Critical Hdwy - - 4.13 - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.227 - 3.527 3.327 Pot Cap-1 Maneuver - - 1334 - 481 813 Stage 1 - - - - 811 - Stage 2 - - - - 713 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1334 - 470 813 Mov Cap-2 Maneuver - - - - 470 - Stage 1 - - - - 811 - Stage 2 - - - - 697 - Approach EB WB NB HCM Control Delay, s 0 0.6 10.3 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)759 - - 1334 - HCM Lane V/C Ratio 0.104 - - 0.018 - HCM Control Delay (s) 10.3 - - 7.7 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0.3 - - 0.1 - C-2 413 HCM 6th TWSC 2022 Existing AM 4: I-81 SB Ramp & Reliance Rd 02/09/2023 Hester Property Synchro 11 Report Wells + Associates Page 3 Intersection Int Delay, s/veh 3.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 242 122 18 200 0000232173 Future Vol, veh/h 0 242 122 18 200 0000232173 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 3 33333333333 Mvmt Flow 0 260 131 19 215 0000252186 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 0 391 0 0 579 644 215 Stage 1 ------ 253253- Stage 2 ------ 326391- Critical Hdwy - - - 4.13 - -6.43 6.53 6.23 Critical Hdwy Stg 1 ------5.43 5.53 - Critical Hdwy Stg 2 ------5.43 5.53 - Follow-up Hdwy - - - 2.227 - - 3.527 4.027 3.327 Pot Cap-1 Maneuver 0 - - 1162 - 0 475 390 822 Stage 1 0 ----0 787696- Stage 2 0 ----0 729605- Platoon blocked, %- -- Mov Cap-1 Maneuver - - - 1162 - -466 0 822 Mov Cap-2 Maneuver ------4660- Stage 1 ------ 7870- Stage 2 ------ 7150- Approach EB WB SB HCM Control Delay, s 0 0.7 11.6 HCM LOS B Minor Lane/Major Mvmt EBT EBR WBL WBTSBLn1 Capacity (veh/h)- - 1162 - 754 HCM Lane V/C Ratio - - 0.017 - 0.282 HCM Control Delay (s) - - 8.2 0 11.6 HCM Lane LOS - - A A B HCM 95th %tile Q(veh) - - 0.1 - 1.2 C-3 414 HCM 6th TWSC 2022 Existing AM 5: I-81 NB Ramp & Reliance Rd 02/09/2023 Hester Property Synchro 11 Report Wells + Associates Page 4 Intersection Int Delay, s/veh 8.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 196 69 0 0 88 74 132 1 16 0 0 0 Future Vol, veh/h 196 69 0 0 88 74 132 1 16 0 0 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 3 33333333333 Mvmt Flow 231 81 0 0 104 87 155 1 19 0 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 191 0 - - - 0 691 734 81 Stage 1 ------543543- Stage 2 ------148191- Critical Hdwy 4.13 -----6.43 6.53 6.23 Critical Hdwy Stg 1 ------5.43 5.53 - Critical Hdwy Stg 2 ------5.43 5.53 - Follow-up Hdwy 2.227 -----3.527 4.027 3.327 Pot Cap-1 Maneuver 1377 - 0 0 - - 409 346 976 Stage 1 - - 0 0 - - 580 518 - Stage 2 - - 0 0 - - 877 740 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1377 -----3370976 Mov Cap-2 Maneuver ------3370- Stage 1 ------4780- Stage 2 ------8770- Approach EB WB NB HCM Control Delay, s 6 0 23.8 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBL EBT WBT WBR Capacity (veh/h)363 1377 - - - HCM Lane V/C Ratio 0.483 0.167 - - - HCM Control Delay (s) 23.8 8.1 0 - - HCM Lane LOS C A A - - HCM 95th %tile Q(veh) 2.5 0.6 - - - C-4 415 HCM 6th TWSC 2022 Existing AM 6: Buckton Road & Reliance Rd 02/09/2023 Hester Property Synchro 11 Report Wells + Associates Page 5 Intersection Int Delay, s/veh 1.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 3 76 7 3 112 0 23 00006 Future Vol, veh/h 3 76 7 3 112 0 23 00006 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 3 33333333333 Mvmt Flow 3 84 8 3 124 0 26 00007 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 124 0 0 92 0 0 228 224 88 224 228 124 Stage 1 ------9494-130130- Stage 2 ------134130-9498- Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 Critical Hdwy Stg 1 ------6.13 5.53 - 6.13 5.53 - Critical Hdwy Stg 2 ------6.13 5.53 - 6.13 5.53 - Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1457 - - 1496 - - 725 673 968 729 670 924 Stage 1 ------910815-871787- Stage 2 ------867787-910812- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1457 - - 1496 - - 718 670 968 727 667 924 Mov Cap-2 Maneuver ------718670-727667- Stage 1 ------908813-869785- Stage 2 ------859785-908810- Approach EB WB NB SB HCM Control Delay, s 0.3 0.2 10.2 8.9 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)718 1457 - - 1496 - - 924 HCM Lane V/C Ratio 0.036 0.002 - - 0.002 - - 0.007 HCM Control Delay (s) 10.2 7.5 0 - 7.4 0 - 8.9 HCM Lane LOS B A A - A A - A HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0 C-5 416 HCM 6th TWSC 2022 Existing PM 1: Reliance Rd & Main St 02/09/2023 Hester Property Synchro 11 Report Wells + Associates Page 1 Intersection Int Delay, s/veh 6.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 0 1 144 1 132 0 113 132 138 215 0 Future Vol, veh/h 1 0 1 144 1 132 0 113 132 138 215 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length -----242---285-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97 Heavy Vehicles, % 3 33333555555 Mvmt Flow 1 0 1 148 1 136 0 116 136 142 222 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 759 758 222 691 690 184 222 0 0 252 0 0 Stage 1 506 506 - 184 184 ------- Stage 2 253 252 - 507 506 ------- Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.15 - - 4.15 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 ------- Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 ------- Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.245 - - 2.245 - - Pot Cap-1 Maneuver 322 335 815 358 367 856 1329 - - 1296 - - Stage 1 547 538 - 815 746 ------- Stage 2 749 697 - 546 538 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 248 298 815 328 327 856 1329 - - 1296 - - Mov Cap-2 Maneuver 248 298 - 328 327 ------- Stage 1 547 479 - 815 746 ------- Stage 2 629 697 - 486 479 ------- Approach EB WB NB SB HCM Control Delay, s 14.5 17.7 0 3.2 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h)1329 - - 380 328 856 1296 - - HCM Lane V/C Ratio - - - 0.005 0.456 0.159 0.11 - - HCM Control Delay (s) 0 - - 14.5 24.8 10 8.1 - - HCM Lane LOS A - - B C B A - - HCM 95th %tile Q(veh) 0 - - 0 2.3 0.6 0.4 - - C-6 417 HCM 6th TWSC 2022 Existing PM 3: Carolyn Ave & Reliance Rd 02/09/2023 Hester Property Synchro 11 Report Wells + Associates Page 2 Intersection Int Delay, s/veh 2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 247 18 64 245 10 59 Future Vol, veh/h 247 18 64 245 10 59 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles, % 3 33333 Mvmt Flow 284 21 74 282 11 68 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 305 0 725 295 Stage 1 - - - - 295 - Stage 2 - - - - 430 - Critical Hdwy - - 4.13 - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.227 - 3.527 3.327 Pot Cap-1 Maneuver - - 1250 - 391 742 Stage 1 - - - - 753 - Stage 2 - - - - 654 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1250 - 364 742 Mov Cap-2 Maneuver - - - - 364 - Stage 1 - - - - 753 - Stage 2 - - - - 608 - Approach EB WB NB HCM Control Delay, s 0 1.7 11.4 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)645 - - 1250 - HCM Lane V/C Ratio 0.123 - - 0.059 - HCM Control Delay (s) 11.4 - - 8.1 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0.4 - - 0.2 - C-7 418 HCM 6th TWSC 2022 Existing PM 4: I-81 SB Ramp & Reliance Rd 02/09/2023 Hester Property Synchro 11 Report Wells + Associates Page 3 Intersection Int Delay, s/veh 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 244 105 19 212 0000500195 Future Vol, veh/h 0 244 105 19 212 0000500195 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehicles, % 3 33333333333 Mvmt Flow 0 254 109 20 221 0000520203 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 0 363 0 0 570 624 221 Stage 1 ------ 261261- Stage 2 ------ 309363- Critical Hdwy - - - 4.13 - -6.43 6.53 6.23 Critical Hdwy Stg 1 ------5.43 5.53 - Critical Hdwy Stg 2 ------5.43 5.53 - Follow-up Hdwy - - - 2.227 - - 3.527 4.027 3.327 Pot Cap-1 Maneuver 0 - - 1190 - 0 481 400 816 Stage 1 0 ----0 780690- Stage 2 0 ----0 742623- Platoon blocked, %- -- Mov Cap-1 Maneuver - - - 1190 - -472 0 816 Mov Cap-2 Maneuver ------4720- Stage 1 ------ 7800- Stage 2 ------ 7280- Approach EB WB SB HCM Control Delay, s 0 0.7 12.9 HCM LOS B Minor Lane/Major Mvmt EBT EBR WBL WBTSBLn1 Capacity (veh/h)- - 1190 - 710 HCM Lane V/C Ratio - - 0.017 - 0.359 HCM Control Delay (s) - - 8.1 0 12.9 HCM Lane LOS - - A A B HCM 95th %tile Q(veh) - - 0.1 - 1.6 C-8 419 HCM 6th TWSC 2022 Existing PM 5: I-81 NB Ramp & Reliance Rd 02/09/2023 Hester Property Synchro 11 Report Wells + Associates Page 4 Intersection Int Delay, s/veh 5.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 143 151 0 0 127 59 104 5 25 0 0 0 Future Vol, veh/h 143 151 0 0 127 59 104 5 25 0 0 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97 Heavy Vehicles, % 3 33333333333 Mvmt Flow 147 156 0 0 131 61 107 5 26 0 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 192 0 - - - 0 612 642 156 Stage 1 ------450450- Stage 2 ------162192- Critical Hdwy 4.13 -----6.43 6.53 6.23 Critical Hdwy Stg 1 ------5.43 5.53 - Critical Hdwy Stg 2 ------5.43 5.53 - Follow-up Hdwy 2.227 -----3.527 4.027 3.327 Pot Cap-1 Maneuver 1375 - 0 0 - - 455 391 887 Stage 1 - - 0 0 - - 640 570 - Stage 2 - - 0 0 - - 865 740 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1375 -----4020887 Mov Cap-2 Maneuver ------4020- Stage 1 ------5650- Stage 2 ------8650- Approach EB WB NB HCM Control Delay, s 3.9 0 16.5 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBL EBT WBT WBR Capacity (veh/h)450 1375 - - - HCM Lane V/C Ratio 0.307 0.107 - - - HCM Control Delay (s) 16.5 7.9 0 - - HCM Lane LOS C A A - - HCM 95th %tile Q(veh) 1.3 0.4 - - - C-9 420 HCM 6th TWSC 2022 Existing PM 6: Buckton Road & Reliance Rd 02/09/2023 Hester Property Synchro 11 Report Wells + Associates Page 5 Intersection Int Delay, s/veh 1.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 8 141 24 7 126 3 21 05105 Future Vol, veh/h 8 141 24 7 126 3 21 05105 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 3 33333333333 Mvmt Flow 9 166 28 8 148 4 25 06106 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 152 0 0 194 0 0 367 366 180 367 378 150 Stage 1 ------198198-166166- Stage 2 ------169168-201212- Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 Critical Hdwy Stg 1 ------6.13 5.53 - 6.13 5.53 - Critical Hdwy Stg 2 ------6.13 5.53 - 6.13 5.53 - Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1423 - - 1373 - - 587 561 860 587 552 894 Stage 1 ------802735-834759- Stage 2 ------831758-799725- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1423 - - 1373 - - 578 554 860 577 545 894 Mov Cap-2 Maneuver ------578554-577545- Stage 1 ------796730-828754- Stage 2 ------821753-788720- Approach EB WB NB SB HCM Control Delay, s 0.3 0.4 11.1 9.4 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)617 1423 - - 1373 - - 819 HCM Lane V/C Ratio 0.05 0.007 - - 0.006 - - 0.009 HCM Control Delay (s) 11.1 7.5 0 - 7.6 0 - 9.4 HCM Lane LOS B A A - A A - A HCM 95th %tile Q(veh) 0.2 0 - - 0 - - 0 C-10 421 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 APPENDIX D VDOT Crash Data 422 Reliance Road Crash Data (Jan 2018 to Dec 2022)Document NbrLocal Case Crash YearCrash Date Crash SeverityK_People A_People B_People C_People Persons Injured PedestrianPedestrians InjureVehicle CouCollision Type180755229 18000021 2018 3/15/2018 PDO. Property Damage Only0000 00 021. Rear End190395051 19000012 2019 2/7/2019 PDO. Property Damage Only0000 00 022. Angle190505306 DIV219011 2019 2/14/2019 PDO. Property Damage Only0000 00 025. Sideswipe ‐ Opposite Direction190735213 19000022 2019 3/13/2019 PDO. Property Damage Only0000 00 019. Fixed Object ‐ Off Road191145223 DIV219029 2019 4/22/2019 PDO. Property Damage Only0000 00 021. Rear End191275105 DIV219032 2019 5/3/2019 PDO. Property Damage Only0000 00 022. Angle192435102 DIV219069 2019 8/29/2019 B. Visible Injury0010 10 022. Angle193435503 19‐006402 2019 12/9/2019 PDO. Property Damage Only0000 00 021. Rear End202555148 20000040 2020 9/11/2020 PDO. Property Damage Only000000022. Angle212435332 21‐000054 2021 8/14/2021 B. Visible Injury0011 20 023. Head On212535039 DIV221073 2021 9/8/2021 PDO. Property Damage Only0000 00 022. Angle212675225 21000061 2021 9/22/2021 PDO. Property Damage Only0000 00 019. Fixed Object ‐ Off Road213225421 21000074 2021 11/18/2021 B. Visible Injury0010 10 022. Angle213535158 DIV221102 2021 12/18/2021 PDO. Property Damage Only0000 00 022. Angle220745195 22001260 2022 3/15/2022 B. Visible Injury0010 10 1112. Ped221465302 22‐002605 2022 5/26/2022 PDO. Property Damage Only0000 00 022. Angle221525000 DIV222042 2022 5/31/2022 PDO. Property Damage Only0000 00 022. Angle222045112 DIV2220502022 7/23/2022 B. Visible Injury0010 10 022. Angle222275342 22000054 2022 8/15/2022 PDO. Property Damage Only0000 00 022. Angle222645071 22000063 2022 9/20/2022 PDO. Property Damage Only0000 00 022. Angle223095170 DIV2220902022 11/3/2022 PDO. Property Damage Only0000 00 021. Rear EndD-1 423 I‐81 NB Ramp Crash Data (Jan 2018 to Dec 2022)Document Local Case Crash Year Crash DateCrash SeverityK_People A_People B_People C_People Persons InjPedestrianPedestrianVehicle CouCollision Type1.91E+08 DIV21901420192/25/2019 PDO. Property Damage Only000000019. Fixed Object ‐ Off Road1.91E+08 DIV21902820194/16/2019 A. Severe Injury0100100116. Other1.93E+08 DIV219082 2019 10/11/2019 PDO. Property Damage Only000000019. Fixed Object ‐ Off Road2.03E+08 DIV220067202011/11/2020 C. Nonvisible Injury000110019. Fixed Object ‐ Off Road2.13E+08 DIV221086202110/23/2021 PDO. Property Damage Only000000019. Fixed Object ‐ Off Road2.11E+08 DIV22103920215/27/2021 PDO. Property Damage Only000000021. Rear EndD-2 424 I‐81 SB Ramp Crash Data (Jan 2018 to Dec 2022)Document Local Case Crash Year Crash DateCrash SeverityK_People A_People B_People C_People Persons InjPedestrianPedestrianVehicle CouCollision Type1.93E+08 DIV2190992019 12/10/2019 PDO. Property Damage Only000000019. Fixed Object ‐ Off RoadD-3 425 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 APPENDIX E Traffic Forecasts 426 V A L L E Y P I K E 5413C A R O L Y N A V E N U E B I R M I N G H A M D R I V E267B U C K T O N R O A D M A I N S T R E E T ( R O U T E 1 1 )RELIANCEROADINTERSTATE81NORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\23.0201 GRAPHICS.DWGFigure E-1ARegional Growth (2022-2025)I-81 at Reliance Road OSARFrederick County, Virginia7432AVENUE1CAROLYNBIRMINGHAMDRIVE16N BUCKTONROADN BUCKTONROADRELIANCEROADRELIANCEROAD5I-81 NBOFF-RAMPI-81 NBON-RAMPRELIANCEROADRELIANCEROADPRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 11ROADRELIANCERELIANCEROADRELIANCEROADRELIANCEROADRELIANCEROADI-81 SBON-RAMPI-81 SBOFF-RAMPRELIANCEROADRELIANCEROADBY-RIGHTGAS STATIONDRIVEWAYRELIANCEROADRELIANCEROADAM PEAK HOURPM PEAK HOUR000 / 0000/02/73/46/40/03/43/44/30/00/00/00/05/60/01/26/61/14/37/72/23/40/10/04/32/56/40/00/00/00/03/40/00/00/00/00/02/40/08/70/00/00/00/06/70/00/00/08/86/80/00/00/00/03/42/40/0E-1427 V A L L E Y P I K E 5413C A R O L Y N A V E N U E B I R M I N G H A M D R I V E267B U C K T O N R O A D M A I N S T R E E T ( R O U T E 1 1 )RELIANCEROADINTERSTATE81NORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\23.0201 GRAPHICS.DWGFigure E-1BRegional Growth (2025-2047)I-81 at Reliance Road OSARFrederick County, Virginia7432AVENUE1CAROLYNBIRMINGHAMDRIVE16N BUCKTONROADN BUCKTONROADRELIANCEROADRELIANCEROAD5I-81 NBOFF-RAMPI-81 NBON-RAMPRELIANCEROADRELIANCEROADPRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 11ROADRELIANCERELIANCEROADRELIANCEROADRELIANCEROADRELIANCEROADI-81 SBON-RAMPI-81 SBOFF-RAMPRELIANCEROADRELIANCEROADBY-RIGHTGAS STATIONDRIVEWAYRELIANCEROADRELIANCEROADAM PEAK HOURPM PEAK HOUR000 / 0000/09/2613/1623/160/011/1713/1616/130/00/00/00/021/230/03/624/252/215/1329/299/711/152/30/116/128/1823/171/10/00/00/013/150/10/10/03/21/39/170/032/293/78/71/11/224/290/00/00/033/3125/330/00/00/00/014/169/170/0E-2428 V A L L E Y P I K E 5413C A R O L Y N A V E N U E B I R M I N G H A M D R I V E267B U C K T O N R O A D M A I N S T R E E T ( R O U T E 1 1 )RELIANCEROADINTERSTATE81NORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\23.0201 GRAPHICS.DWGFigure E-2Pipeline Development Trip AssignmentsI-81 at Reliance Road OSARFrederick County, Virginia7432AVENUE1CAROLYNBIRMINGHAMDRIVE16N BUCKTONROADN BUCKTONROADRELIANCEROADRELIANCEROAD5I-81 NBOFF-RAMPI-81 NBON-RAMPRELIANCEROADRELIANCEROADPRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 11ROADRELIANCERELIANCEROADRELIANCEROADRELIANCEROADRELIANCEROADI-81 SBON-RAMPI-81 SBOFF-RAMPRELIANCEROADRELIANCEROADBY-RIGHTGAS STATIONDRIVEWAYRELIANCEROADRELIANCEROADAM PEAK HOURPM PEAK HOUR000 / 0000/04/116/911/180/031/6657/479/70/00/00/00/045/1210/011/1052/11011/1051/7982/11733/2243/3426/180/020/8650/3843/8939/300/00/00/037/260/00/00/00/00/040/2636/3097/2310/00/00/00/0132/19611/2274/15366/16931/6258/435/1455/4214/1922/20-18/-16-6/-950/41E-3429 V A L L E Y P I K E 5413C A R O L Y N A V E N U E B I R M I N G H A M D R I V E267B U C K T O N R O A D M A I N S T R E E T ( R O U T E 1 1 )RELIANCEROADINTERSTATE81NORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\23.0201 GRAPHICS.DWGFigure E-3Hester Trust Property Site Trip AssignmentsI-81 at Reliance Road OSARFrederick County, Virginia7432AVENUE1CAROLYNBIRMINGHAMDRIVE16N BUCKTONROADN BUCKTONROADRELIANCEROADRELIANCEROAD5I-81 NBOFF-RAMPI-81 NBON-RAMPRELIANCEROADRELIANCEROADPRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 11ROADRELIANCERELIANCEROADRELIANCEROADRELIANCEROADRELIANCEROADI-81 SBON-RAMPI-81 SBOFF-RAMPRELIANCEROADRELIANCEROADBY-RIGHTGAS STATIONDRIVEWAYRELIANCEROADRELIANCEROADAM PEAK HOURPM PEAK HOUR000 / 0000/010/2450/115359/190/00/00/076/30/00/00/00/0128/80/00/00/0230/1229/6521/490/025/10/00/0205/113/818/420/00/00/00/025/10/00/00/00/00/03/80/0359/190/00/00/00/050/1150/00/00/0359/1950/1150/00/00/00/025/13/80/0E-4430 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 APPENDIX F Opening Year Conditions Levels of Service and Queues (2025) 431 Queues 2025 No Build AM 1: Reliance Rd & Main St 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 1 Lane Group WBT WBR NBT SBL SBT Lane Group Flow (vph) 138 615 425 186 99 v/c Ratio 0.42 0.60 0.68 0.36 0.09 Control Delay 28.6 4.5 22.0 7.8 5.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 28.6 4.5 22.0 7.8 5.2 Queue Length 50th (ft) 43 6 115 25 12 Queue Length 95th (ft) 112 70 238 56 32 Internal Link Dist (ft) 663 1328 5276 Turn Bay Length (ft) 242 285 Base Capacity (vph) 800 1219 1110 793 1752 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.17 0.50 0.38 0.23 0.06 Intersection Summary F-1 432 HCM 6th Signalized Intersection Summary 2025 No Build AM 1: Reliance Rd & Main St 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 127 0 566 0 223 168 171 91 0 Future Volume (veh/h) 0 0 0 127 0 566 0 223 168 171 91 0 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 0 0 138 0 615 0 242 183 186 99 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %222222222222 Cap, veh/h 0 3 0 638 0 728 0 289 219 340 891 0 Arrive On Green 0.00 0.00 0.00 0.36 0.00 0.36 0.00 0.29 0.29 0.10 0.48 0.00 Sat Flow, veh/h 0 1870 0 1781 0 1585 0 988 747 1781 1870 0 Grp Volume(v), veh/h 0 0 0 138 0 615 0 0 425 186 99 0 Grp Sat Flow(s),veh/h/ln 0 1870 0 1781 0 1585 0 0 1736 1781 1870 0 Q Serve(g_s), s 0.0 0.0 0.0 3.9 0.0 24.9 0.0 0.0 16.6 5.1 2.1 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.0 3.9 0.0 24.9 0.0 0.0 16.6 5.1 2.1 0.0 Prop In Lane 0.00 0.00 1.00 1.00 0.00 0.43 1.00 0.00 Lane Grp Cap(c), veh/h 0 3 0 638 0 728 0 0 508 340 891 0 V/C Ratio(X) 0.00 0.00 0.00 0.22 0.00 0.84 0.00 0.00 0.84 0.55 0.11 0.00 Avail Cap(c_a), veh/h 0 361 0 638 0 728 0 0 861 651 1598 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 16.2 0.0 17.3 0.0 0.0 24.1 17.3 10.5 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.2 0.0 9.0 0.0 0.0 3.7 1.4 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 0.0 1.4 0.0 9.2 0.0 0.0 6.9 2.1 0.8 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 0.0 0.0 16.4 0.0 26.3 0.0 0.0 27.8 18.6 10.6 0.0 LnGrp LOS AAABACAACBBA Approach Vol, veh/h 0 753 425 285 Approach Delay, s/veh 0.0 24.5 27.8 15.8 Approach LOS C C B Timer - Assigned Phs 1 2468 Phs Duration (G+Y+Rc), s 13.4 27.2 0.0 40.6 32.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 20.0 36.0 14.0 62.0 26.0 Max Q Clear Time (g_c+I1), s 7.1 18.6 0.0 4.1 26.9 Green Ext Time (p_c), s 0.4 2.6 0.0 0.6 0.0 Intersection Summary HCM 6th Ctrl Delay 23.8 HCM 6th LOS C F-2 433 HCM 6th TWSC 2025 No Build AM 2: Reliance Rd & Birmingham Drive 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 3 Intersection Int Delay, s/veh 2.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 5 321 677 66 74 11 Future Vol, veh/h 5 321 677 66 74 11 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 100 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 33333 Mvmt Flow 5 349 736 72 80 12 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 808 0 - 0 1131 772 Stage 1 - - - - 772 - Stage 2 - - - - 359 - Critical Hdwy 4.13 - - - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy 2.227 - - - 3.527 3.327 Pot Cap-1 Maneuver 813 - - - 224 398 Stage 1 - - - - 454 - Stage 2 - - - - 704 - Platoon blocked, % - - - Mov Cap-1 Maneuver 813 - - - 222 398 Mov Cap-2 Maneuver - - - - 222 - Stage 1 - - - - 450 - Stage 2 - - - - 704 - Approach EB WB SB HCM Control Delay, s 0.1 0 28.1 HCM LOS D Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2 Capacity (veh/h)813 - - - 222 398 HCM Lane V/C Ratio 0.007 - - - 0.362 0.03 HCM Control Delay (s) 9.5 0 - - 30.2 14.3 HCM Lane LOS A A - - D B HCM 95th %tile Q(veh) 0 - - - 1.6 0.1 F-3 434 HCM 6th TWSC 2025 No Build AM 3: Carolyn Ave & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 4 Intersection Int Delay, s/veh 0.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 387 8 22 736 7 65 Future Vol, veh/h 387 8 22 736 7 65 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 33333 Mvmt Flow 421 9 24 800 8 71 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 430 0 1274 426 Stage 1 - - - - 426 - Stage 2 - - - - 848 - Critical Hdwy - - 4.13 - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.227 - 3.527 3.327 Pot Cap-1 Maneuver - - 1124 - 184 626 Stage 1 - - - - 657 - Stage 2 - - - - 418 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1124 - 177 626 Mov Cap-2 Maneuver - - - - 177 - Stage 1 - - - - 657 - Stage 2 - - - - 402 - Approach EB WB NB HCM Control Delay, s 0 0.2 13.5 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)502 - - 1124 - HCM Lane V/C Ratio 0.156 - - 0.021 - HCM Control Delay (s) 13.5 - - 8.3 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0.5 - - 0.1 - F-4 435 HCM 6th TWSC 2025 No Build AM 4: I-81 SB Ramp & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 5 Intersection Int Delay, s/veh 11.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 352 206 30 488 0000352351 Future Vol, veh/h 0 352 206 30 488 0000352351 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 383 224 33 530 0000382382 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 0 607 0 0 1091 1203 530 Stage 1 ------ 596596- Stage 2 ------ 495607- Critical Hdwy - - - 4.12 - -6.42 6.52 6.22 Critical Hdwy Stg 1 ------5.42 5.52 - Critical Hdwy Stg 2 ------5.42 5.52 - Follow-up Hdwy - - - 2.218 - - 3.518 4.018 3.318 Pot Cap-1 Maneuver 0 - - 971 - 0 238 184 549 Stage 1 0 ----0 550492- Stage 2 0 ----0 613486- Platoon blocked, %- -- Mov Cap-1 Maneuver - - - 971 - -227 0 549 Mov Cap-2 Maneuver ------2270- Stage 1 ------ 5500- Stage 2 ------ 5840- Approach EB WB SB HCM Control Delay, s 0 0.5 44.1 HCM LOS E Minor Lane/Major Mvmt EBT EBR WBL WBTSBLn1 Capacity (veh/h)- - 971 - 486 HCM Lane V/C Ratio - - 0.034 - 0.868 HCM Control Delay (s) - - 8.8 0 44.1 HCM Lane LOS - - A A E HCM 95th %tile Q(veh) - - 0.1 - 9.2 F-5 436 HCM 6th TWSC 2025 No Build AM 5: I-81 NB Ramp & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 6 Intersection Int Delay, s/veh 162.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 263 124 0 0 159 109 361 1 42 0 0 0 Future Vol, veh/h 263 124 0 0 159 109 361 1 42 0 0 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 22222222222 Mvmt Flow 286 135 0 0 173 118 392 1 46 0 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 291 0 - - - 0 939 998 135 Stage 1 ------707707- Stage 2 ------232291- Critical Hdwy 4.12 -----6.42 6.52 6.22 Critical Hdwy Stg 1 ------5.42 5.52 - Critical Hdwy Stg 2 ------5.42 5.52 - Follow-up Hdwy 2.218 -----3.518 4.018 3.318 Pot Cap-1 Maneuver 1271 - 0 0 - - ~ 293 244 914 Stage 1 - - 0 0 - - 489 438 - Stage 2 - - 0 0 - - 807 672 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1271 -----~ 2220914 Mov Cap-2 Maneuver ------~ 2220- Stage 1 ------~ 3700- Stage 2 ------8070- Approach EB WB NB HCM Control Delay, s 5.9 0 $ 420.5 HCM LOS F Minor Lane/Major Mvmt NBLn1 EBL EBT WBT WBR Capacity (veh/h)241 1271 - - - HCM Lane V/C Ratio 1.822 0.225 - - - HCM Control Delay (s) $ 420.5 8.7 0 - - HCM Lane LOS F A A - - HCM 95th %tile Q(veh) 30.2 0.9 - - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon F-6 437 HCM 6th TWSC 2025 No Build AM 6: Buckton Road & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 7 Intersection Int Delay, s/veh 2.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 39 121 7 3 177 0 23 000045 Future Vol, veh/h 39 121 7 3 177 0 23 000045 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 3 33333333333 Mvmt Flow 42 132 8 3 192 0 25 000049 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 192 0 0 140 0 0 443 418 136 418 422 192 Stage 1 ------220220-198198- Stage 2 ------223198-220224- Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 Critical Hdwy Stg 1 ------6.13 5.53 - 6.13 5.53 - Critical Hdwy Stg 2 ------6.13 5.53 - 6.13 5.53 - Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1375 - - 1437 - - 523 524 910 544 522 847 Stage 1 ------780719-802735- Stage 2 ------777735-780716- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1375 - - 1437 - - 480 506 910 529 504 847 Mov Cap-2 Maneuver ------480506-529504- Stage 1 ------754695-776734- Stage 2 ------731734-754692- Approach EB WB NB SB HCM Control Delay, s 1.8 0.1 12.9 9.5 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)480 1375 - - 1437 - - 847 HCM Lane V/C Ratio 0.052 0.031 - - 0.002 - - 0.058 HCM Control Delay (s) 12.9 7.7 0 - 7.5 0 - 9.5 HCM Lane LOS B A A - A A - A HCM 95th %tile Q(veh) 0.2 0.1 - - 0 - - 0.2 F-7 438 HCM 6th AWSC 2025 No Build AM 7: Reliance Rd & Gas Station Driveway 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 8 Intersection Intersection Delay, s/veh 8 Intersection LOS A Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 50 75 125 22 14 55 Future Vol, veh/h 50 75 125 22 14 55 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %333333 Mvmt Flow 54 82 136 24 15 60 Number of Lanes 011010 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB EB Conflicting Lanes Right 0 1 1 HCM Control Delay 8.2 8.1 7.6 HCM LOS A A A Lane EBLn1 WBLn1 SBLn1 Vol Left, %40% 0% 20% Vol Thru, %60% 85% 0% Vol Right, % 0% 15% 80% Sign Control Stop Stop Stop Traffic Vol by Lane 125 147 69 LT Vol 50 0 14 Through Vol 75 125 0 RT Vol 0 22 55 Lane Flow Rate 136 160 75 Geometry Grp 1 1 1 Degree of Util (X)0.162 0.182 0.087 Departure Headway (Hd)4.286 4.097 4.163 Convergence, Y/N Yes Yes Yes Cap 827 864 866 Service Time 2.361 2.174 2.163 HCM Lane V/C Ratio 0.164 0.185 0.087 HCM Control Delay 8.2 8.1 7.6 HCM Lane LOS A A A HCM 95th-tile Q 0.6 0.7 0.3 F-8 439 Queues 2025 No Build PM 1: Reliance Rd & Main St 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 1 Lane Group EBT WBT WBR NBT SBL SBT Lane Group Flow (vph) 2 222 178 319 274 265 v/c Ratio 0.01 0.56 0.20 0.66 0.53 0.27 Control Delay 0.0 31.2 2.8 26.2 13.5 9.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 0.0 31.2 2.8 26.2 13.5 9.6 Queue Length 50th (ft) 0 70 0 79 45 43 Queue Length 95th (ft) 0 206 34 243 149 141 Internal Link Dist (ft)67 663 1328 5276 Turn Bay Length (ft)242 285 Base Capacity (vph) 493 757 1093 1018 721 1628 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.00 0.29 0.16 0.31 0.38 0.16 Intersection Summary F-9 440 HCM 6th Signalized Intersection Summary 2025 No Build PM 1: Reliance Rd & Main St 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 1 0 1 214 1 173 0 126 183 266 257 0 Future Volume (veh/h) 1 0 1 214 1 173 0 126 183 266 257 0 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1826 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 1 0 1 221 1 178 0 130 189 274 265 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %333333555555 Cap, veh/h 2 0 2 316 1 525 0 168 244 466 927 0 Arrive On Green 0.00 0.00 0.00 0.18 0.18 0.18 0.00 0.25 0.25 0.15 0.51 0.00 Sat Flow, veh/h 832 0 832 1760 8 1572 0 672 978 1739 1826 0 Grp Volume(v), veh/h 2 0 0 222 0 178 0 0 319 274 265 0 Grp Sat Flow(s),veh/h/ln 1664 0 0 1768 0 1572 0 0 1650 1739 1826 0 Q Serve(g_s), s 0.1 0.0 0.0 6.8 0.0 4.9 0.0 0.0 10.4 6.5 4.9 0.0 Cycle Q Clear(g_c), s 0.1 0.0 0.0 6.8 0.0 4.9 0.0 0.0 10.4 6.5 4.9 0.0 Prop In Lane 0.50 0.50 1.00 1.00 0.00 0.59 1.00 0.00 Lane Grp Cap(c), veh/h 5 0 0 317 0 525 0 0 412 466 927 0 V/C Ratio(X) 0.44 0.00 0.00 0.70 0.00 0.34 0.00 0.00 0.77 0.59 0.29 0.00 Avail Cap(c_a), veh/h 401 0 0 792 0 947 0 0 1023 796 1950 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 28.9 0.0 0.0 22.4 0.0 14.5 0.0 0.0 20.3 13.5 8.2 0.0 Incr Delay (d2), s/veh 55.1 0.0 0.0 2.8 0.0 0.4 0.0 0.0 3.1 1.2 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.0 0.0 2.7 0.0 1.5 0.0 0.0 4.0 2.3 1.6 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 84.0 0.0 0.0 25.2 0.0 14.9 0.0 0.0 23.4 14.7 8.4 0.0 LnGrp LOS F A A C ABAACBAA Approach Vol, veh/h 2 400 319 539 Approach Delay, s/veh 84.0 20.6 23.4 11.6 Approach LOS F C C B Timer - Assigned Phs 1 2468 Phs Duration (G+Y+Rc), s 15.0 20.5 6.2 35.5 16.4 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 20.0 36.0 14.0 62.0 26.0 Max Q Clear Time (g_c+I1), s 8.5 12.4 2.1 6.9 8.8 Green Ext Time (p_c), s 0.6 2.1 0.0 1.7 1.6 Intersection Summary HCM 6th Ctrl Delay 17.5 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. F-10 441 HCM 6th TWSC 2025 No Build PM 2: Reliance Rd & Birmingham Drive 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 3 Intersection Int Delay, s/veh 5.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 14 441 344 169 153 22 Future Vol, veh/h 14 441 344 169 153 22 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 100 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 33333 Mvmt Flow 15 479 374 184 166 24 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 558 0 - 0 975 466 Stage 1 - - - - 466 - Stage 2 - - - - 509 - Critical Hdwy 4.13 - - - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy 2.227 - - - 3.527 3.327 Pot Cap-1 Maneuver 1008 - - - 278 595 Stage 1 - - - - 630 - Stage 2 - - - - 602 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1008 - - - 272 595 Mov Cap-2 Maneuver - - - - 272 - Stage 1 - - - - 617 - Stage 2 - - - - 602 - Approach EB WB SB HCM Control Delay, s 0.3 0 33.8 HCM LOS D Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2 Capacity (veh/h)1008 - - - 272 595 HCM Lane V/C Ratio 0.015 - - - 0.611 0.04 HCM Control Delay (s) 8.6 0 - - 37 11.3 HCM Lane LOS A A - - E B HCM 95th %tile Q(veh) 0 - - - 3.7 0.1 F-11 442 HCM 6th TWSC 2025 No Build PM 3: Carolyn Ave & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 4 Intersection Int Delay, s/veh 1.4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 565 18 64 502 10 59 Future Vol, veh/h 565 18 64 502 10 59 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 33333 Mvmt Flow 614 20 70 546 11 64 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 634 0 1310 624 Stage 1 - - - - 624 - Stage 2 - - - - 686 - Critical Hdwy - - 4.13 - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.227 - 3.527 3.327 Pot Cap-1 Maneuver - - 944 - 175 484 Stage 1 - - - - 532 - Stage 2 - - - - 498 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 944 - 156 484 Mov Cap-2 Maneuver - - - - 156 - Stage 1 - - - - 532 - Stage 2 - - - - 445 - Approach EB WB NB HCM Control Delay, s 0 1 17.1 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)371 - - 944 - HCM Lane V/C Ratio 0.202 - - 0.074 - HCM Control Delay (s) 17.1 - - 9.1 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 0.7 - - 0.2 - F-12 443 HCM 6th TWSC 2025 No Build PM 4: I-81 SB Ramp & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 5 Intersection Int Delay, s/veh 7.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 417 252 30 340 0000620330 Future Vol, veh/h 0 417 252 30 340 0000620330 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehicles, % 3 33333333333 Mvmt Flow 0 434 263 31 354 0000650344 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 0 697 0 0 982 1113 354 Stage 1 ------ 416416- Stage 2 ------ 566697- Critical Hdwy - - - 4.13 - -6.43 6.53 6.23 Critical Hdwy Stg 1 ------5.43 5.53 - Critical Hdwy Stg 2 ------5.43 5.53 - Follow-up Hdwy - - - 2.227 - - 3.527 4.027 3.327 Pot Cap-1 Maneuver 0 - - 895 - 0 275 208 688 Stage 1 0 ----0 664590- Stage 2 0 ----0 566441- Platoon blocked, %- -- Mov Cap-1 Maneuver - - - 895 - -263 0 688 Mov Cap-2 Maneuver ------2630- Stage 1 ------ 6640- Stage 2 ------ 5420- Approach EB WB SB HCM Control Delay, s 0 0.7 28.3 HCM LOS D Minor Lane/Major Mvmt EBT EBR WBL WBTSBLn1 Capacity (veh/h)- - 895 - 548 HCM Lane V/C Ratio - - 0.035 - 0.745 HCM Control Delay (s) - - 9.2 0 28.3 HCM Lane LOS - - A A D HCM 95th %tile Q(veh) - - 0.1 - 6.4 F-13 444 HCM 6th TWSC 2025 No Build PM 5: I-81 NB Ramp & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 6 Intersection Int Delay, s/veh 37.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 278 202 0 0 166 83 204 5 44 0 0 0 Future Vol, veh/h 278 202 0 0 166 83 204 5 44 0 0 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97 Heavy Vehicles, % 3 33333333333 Mvmt Flow 287 208 0 0 171 86 210 5 45 0 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 257 0 - - - 0 996 1039 208 Stage 1 ------782782- Stage 2 ------214257- Critical Hdwy 4.13 -----6.43 6.53 6.23 Critical Hdwy Stg 1 ------5.43 5.53 - Critical Hdwy Stg 2 ------5.43 5.53 - Follow-up Hdwy 2.227 -----3.527 4.027 3.327 Pot Cap-1 Maneuver 1302 - 0 0 - - 270 230 830 Stage 1 - - 0 0 - - 449 403 - Stage 2 - - 0 0 - - 819 693 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1302 -----~ 2030830 Mov Cap-2 Maneuver ------~ 2030- Stage 1 ------3370- Stage 2 ------8190- Approach EB WB NB HCM Control Delay, s 4.9 0 137.7 HCM LOS F Minor Lane/Major Mvmt NBLn1 EBL EBT WBT WBR Capacity (veh/h)234 1302 - - - HCM Lane V/C Ratio 1.115 0.22 - - - HCM Control Delay (s) 137.7 8.5 0 - - HCM Lane LOS F A A - - HCM 95th %tile Q(veh) 11.7 0.8 - - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon F-14 445 HCM 6th TWSC 2025 No Build PM 6: Buckton Road & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 7 Intersection Int Delay, s/veh 2.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 38 179 24 7 157 3 21 051035 Future Vol, veh/h 38 179 24 7 157 3 21 051035 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 3 33333333333 Mvmt Flow 41 195 26 8 171 3 23 051038 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 174 0 0 221 0 0 498 480 208 482 492 173 Stage 1 ------290290-189189- Stage 2 ------208190-293303- Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 Critical Hdwy Stg 1 ------6.13 5.53 - 6.13 5.53 - Critical Hdwy Stg 2 ------6.13 5.53 - 6.13 5.53 - Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1397 - - 1342 - - 481 484 830 493 476 868 Stage 1 ------716670-810742- Stage 2 ------792741-713662- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1397 - - 1342 - - 445 464 830 475 456 868 Mov Cap-2 Maneuver ------445464-475456- Stage 1 ------692647-782737- Stage 2 ------752736-684639- Approach EB WB NB SB HCM Control Delay, s 1.2 0.3 12.8 9.5 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)489 1397 - - 1342 - - 848 HCM Lane V/C Ratio 0.058 0.03 - - 0.006 - - 0.046 HCM Control Delay (s) 12.8 7.7 0 - 7.7 0 - 9.5 HCM Lane LOS B A A - A A - A HCM 95th %tile Q(veh) 0.2 0.1 - - 0 - - 0.1 F-15 446 HCM 6th AWSC 2025 No Build PM 7: Reliance Rd & Gas Station Driveway 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 8 Intersection Intersection Delay, s/veh 8.3 Intersection LOS A Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 41 145 122 20 19 42 Future Vol, veh/h 41 145 122 20 19 42 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %333333 Mvmt Flow 45 158 133 22 21 46 Number of Lanes 011010 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB EB Conflicting Lanes Right 0 1 1 HCM Control Delay 8.6 8.1 7.8 HCM LOS A A A Lane EBLn1 WBLn1 SBLn1 Vol Left, %22% 0% 31% Vol Thru, %78% 86% 0% Vol Right, % 0% 14% 69% Sign Control Stop Stop Stop Traffic Vol by Lane 186 142 61 LT Vol 41 0 19 Through Vol 145 122 0 RT Vol 0 20 42 Lane Flow Rate 202 154 66 Geometry Grp 1 1 1 Degree of Util (X)0.237 0.177 0.081 Departure Headway (Hd)4.229 4.137 4.378 Convergence, Y/N Yes Yes Yes Cap 839 854 824 Service Time 2.309 2.232 2.378 HCM Lane V/C Ratio 0.241 0.18 0.08 HCM Control Delay 8.6 8.1 7.8 HCM Lane LOS A A A HCM 95th-tile Q 0.9 0.6 0.3 F-16 447 Queues 2025 Build AM (Alternative A) 1: Reliance Rd & Main St 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 1 Lane Group WBT WBR NBT SBL SBT Lane Group Flow (vph) 138 615 425 186 99 v/c Ratio 0.42 0.60 0.68 0.36 0.09 Control Delay 28.6 4.5 22.0 7.8 5.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 28.6 4.5 22.0 7.8 5.2 Queue Length 50th (ft) 43 6 115 25 12 Queue Length 95th (ft) 112 70 238 56 32 Internal Link Dist (ft) 663 1328 5276 Turn Bay Length (ft) 242 285 Base Capacity (vph) 800 1219 1110 793 1752 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.17 0.50 0.38 0.23 0.06 Intersection Summary F-17 448 HCM 6th Signalized Intersection Summary 2025 Build AM (Alternative A) 1: Reliance Rd & Main St 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 127 0 566 0 223 168 171 91 0 Future Volume (veh/h) 0 0 0 127 0 566 0 223 168 171 91 0 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 0 0 138 0 615 0 242 183 186 99 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %222222222222 Cap, veh/h 0 3 0 638 0 728 0 289 219 340 891 0 Arrive On Green 0.00 0.00 0.00 0.36 0.00 0.36 0.00 0.29 0.29 0.10 0.48 0.00 Sat Flow, veh/h 0 1870 0 1781 0 1585 0 988 747 1781 1870 0 Grp Volume(v), veh/h 0 0 0 138 0 615 0 0 425 186 99 0 Grp Sat Flow(s),veh/h/ln 0 1870 0 1781 0 1585 0 0 1736 1781 1870 0 Q Serve(g_s), s 0.0 0.0 0.0 3.9 0.0 24.9 0.0 0.0 16.6 5.1 2.1 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.0 3.9 0.0 24.9 0.0 0.0 16.6 5.1 2.1 0.0 Prop In Lane 0.00 0.00 1.00 1.00 0.00 0.43 1.00 0.00 Lane Grp Cap(c), veh/h 0 3 0 638 0 728 0 0 508 340 891 0 V/C Ratio(X) 0.00 0.00 0.00 0.22 0.00 0.84 0.00 0.00 0.84 0.55 0.11 0.00 Avail Cap(c_a), veh/h 0 361 0 638 0 728 0 0 861 651 1598 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 16.2 0.0 17.3 0.0 0.0 24.1 17.3 10.5 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.2 0.0 9.0 0.0 0.0 3.7 1.4 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 0.0 1.4 0.0 9.2 0.0 0.0 6.9 2.1 0.8 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 0.0 0.0 16.4 0.0 26.3 0.0 0.0 27.8 18.6 10.6 0.0 LnGrp LOS AAABACAACBBA Approach Vol, veh/h 0 753 425 285 Approach Delay, s/veh 0.0 24.5 27.8 15.8 Approach LOS C C B Timer - Assigned Phs 1 2468 Phs Duration (G+Y+Rc), s 13.4 27.2 0.0 40.6 32.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 20.0 36.0 14.0 62.0 26.0 Max Q Clear Time (g_c+I1), s 7.1 18.6 0.0 4.1 26.9 Green Ext Time (p_c), s 0.4 2.6 0.0 0.6 0.0 Intersection Summary HCM 6th Ctrl Delay 23.8 HCM 6th LOS C F-18 449 HCM 6th TWSC 2025 Build AM (Alternative A) 2: Reliance Rd & Birmingham Drive 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 4 Intersection Int Delay, s/veh 2.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 5 321 677 66 74 11 Future Vol, veh/h 5 321 677 66 74 11 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 100 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 33333 Mvmt Flow 5 349 736 72 80 12 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 808 0 - 0 1131 772 Stage 1 - - - - 772 - Stage 2 - - - - 359 - Critical Hdwy 4.13 - - - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy 2.227 - - - 3.527 3.327 Pot Cap-1 Maneuver 813 - - - 224 398 Stage 1 - - - - 454 - Stage 2 - - - - 704 - Platoon blocked, % - - - Mov Cap-1 Maneuver 813 - - - 222 398 Mov Cap-2 Maneuver - - - - 222 - Stage 1 - - - - 450 - Stage 2 - - - - 704 - Approach EB WB SB HCM Control Delay, s 0.1 0 28.1 HCM LOS D Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2 Capacity (veh/h)813 - - - 222 398 HCM Lane V/C Ratio 0.007 - - - 0.362 0.03 HCM Control Delay (s) 9.5 0 - - 30.2 14.3 HCM Lane LOS A A - - D B HCM 95th %tile Q(veh) 0 - - - 1.6 0.1 F-19 450 HCM 6th TWSC 2025 Build AM (Alternative A) 3: Carolyn Ave & Reliance Rd 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 5 Intersection Int Delay, s/veh 0.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 387 8 22 736 7 65 Future Vol, veh/h 387 8 22 736 7 65 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 33333 Mvmt Flow 421 9 24 800 8 71 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 430 0 1274 426 Stage 1 - - - - 426 - Stage 2 - - - - 848 - Critical Hdwy - - 4.13 - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.227 - 3.527 3.327 Pot Cap-1 Maneuver - - 1124 - 184 626 Stage 1 - - - - 657 - Stage 2 - - - - 418 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1124 - 177 626 Mov Cap-2 Maneuver - - - - 177 - Stage 1 - - - - 657 - Stage 2 - - - - 402 - Approach EB WB NB HCM Control Delay, s 0 0.2 13.5 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)502 - - 1124 - HCM Lane V/C Ratio 0.156 - - 0.021 - HCM Control Delay (s) 13.5 - - 8.3 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0.5 - - 0.1 - F-20 451 Queues 2025 Build AM (Alternative A) 4: I-81 SB Ramp & Reliance Rd 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 6 Lane Group EBT WBT SBT Lane Group Flow (vph) 607 563 422 v/c Ratio 0.44 0.42 0.81 Control Delay 6.0 8.1 19.2 Queue Delay 0.0 0.5 0.0 Total Delay 6.0 8.6 19.2 Queue Length 50th (ft) 86 98 26 Queue Length 95th (ft) 246 399 116 Internal Link Dist (ft) 495 514 640 Turn Bay Length (ft) Base Capacity (vph) 1366 1353 667 Starvation Cap Reductn 0 401 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.44 0.59 0.63 Intersection Summary F-21 452 HCM Signalized Intersection Capacity Analysis 2025 Build AM (Alternative A) 4: I-81 SB Ramp & Reliance Rd 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)0 352 206 30 488 0000352351 Future Volume (vph)0 352 206 30 488 0000352351 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 Frt 0.95 1.00 0.88 Flt Protected 1.00 1.00 1.00 Satd. Flow (prot)1770 1857 1628 Flt Permitted 1.00 0.95 1.00 Satd. Flow (perm)1770 1764 1628 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 383 224 33 530 0000382382 RTOR Reduction (vph)09000000003370 Lane Group Flow (vph) 0 598 0 0 563 00000850 Turn Type NA pm+pt NA Split NA Protected Phases 2 1 6 4 4 Permitted Phases 6 Actuated Green, G (s)76.7 76.7 11.3 Effective Green, g (s)76.7 76.7 11.3 Actuated g/C Ratio 0.77 0.77 0.11 Clearance Time (s)6.0 6.0 6.0 Vehicle Extension (s)3.0 3.0 3.0 Lane Grp Cap (vph)1357 1352 183 v/s Ratio Prot c0.34 c0.05 v/s Ratio Perm 0.32 v/c Ratio 0.44 0.42 0.46 Uniform Delay, d1 4.1 4.0 41.5 Progression Factor 1.00 1.42 1.00 Incremental Delay, d2 1.0 0.2 1.9 Delay (s)5.1 5.8 43.4 Level of Service A A D Approach Delay (s)5.1 5.8 0.0 43.4 Approach LOS A A A D Intersection Summary HCM 2000 Control Delay 15.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.48 Actuated Cycle Length (s) 100.0 Sum of lost time (s)18.0 Intersection Capacity Utilization 84.0% ICU Level of Service E Analysis Period (min)15 c Critical Lane Group F-22 453 Queues 2025 Build AM (Alternative A) 5: I-81 NB Ramp & Reliance Rd 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 9 Lane Group EBT WBT NBT Lane Group Flow (vph) 421 291 439 v/c Ratio 0.63 0.28 0.85 Control Delay 15.5 10.5 49.1 Queue Delay 0.0 0.0 0.0 Total Delay 15.5 10.5 49.1 Queue Length 50th (ft) 169 75 257 Queue Length 95th (ft) 314 136 358 Internal Link Dist (ft) 514 56 446 Turn Bay Length (ft) Base Capacity (vph) 670 1052 601 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.63 0.28 0.73 Intersection Summary F-23 454 HCM Signalized Intersection Capacity Analysis 2025 Build AM (Alternative A) 5: I-81 NB Ramp & Reliance Rd 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 263 124 0 0 159 109 361 1 42 0 0 0 Future Volume (vph) 263 124 0 0 159 109 361 1 42 0 0 0 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 Frt 1.00 0.95 0.99 Flt Protected 0.97 1.00 0.96 Satd. Flow (prot)1802 1761 1758 Flt Permitted 0.61 1.00 0.96 Satd. Flow (perm)1136 1761 1758 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 286 135 0 0 173 118 392 1 46 0 0 0 RTOR Reduction (vph)0000140040000 Lane Group Flow (vph) 0 421 0 0 277 0 0 435 0000 Turn Type pm+pt NA NA Split NA Protected Phases 5 2 6 8 8 Permitted Phases 2 Actuated Green, G (s)59.0 59.0 29.0 Effective Green, g (s)59.0 59.0 29.0 Actuated g/C Ratio 0.59 0.59 0.29 Clearance Time (s)6.0 6.0 6.0 Vehicle Extension (s)3.0 3.0 3.0 Lane Grp Cap (vph)670 1038 509 v/s Ratio Prot 0.16 c0.25 v/s Ratio Perm c0.37 v/c Ratio 0.63 0.27 0.85 Uniform Delay, d1 13.4 10.0 33.5 Progression Factor 0.73 1.00 1.00 Incremental Delay, d2 1.7 0.6 13.1 Delay (s)11.4 10.6 46.6 Level of Service B B D Approach Delay (s)11.4 10.6 46.6 0.0 Approach LOS B B D A Intersection Summary HCM 2000 Control Delay 24.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.75 Actuated Cycle Length (s) 100.0 Sum of lost time (s)18.0 Intersection Capacity Utilization 73.7% ICU Level of Service D Analysis Period (min)15 c Critical Lane Group F-24 455 HCM 6th TWSC 2025 Build AM (Alternative A) 6: Buckton Road & Reliance Rd 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 12 Intersection Int Delay, s/veh 2.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 39 121 7 3 177 0 23 000045 Future Vol, veh/h 39 121 7 3 177 0 23 000045 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 3 33333333333 Mvmt Flow 42 132 8 3 192 0 25 000049 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 192 0 0 140 0 0 443 418 136 418 422 192 Stage 1 ------220220-198198- Stage 2 ------223198-220224- Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 Critical Hdwy Stg 1 ------6.13 5.53 - 6.13 5.53 - Critical Hdwy Stg 2 ------6.13 5.53 - 6.13 5.53 - Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1375 - - 1437 - - 523 524 910 544 522 847 Stage 1 ------780719-802735- Stage 2 ------777735-780716- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1375 - - 1437 - - 480 506 910 529 504 847 Mov Cap-2 Maneuver ------480506-529504- Stage 1 ------754695-776734- Stage 2 ------731734-754692- Approach EB WB NB SB HCM Control Delay, s 1.8 0.1 12.9 9.5 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)480 1375 - - 1437 - - 847 HCM Lane V/C Ratio 0.052 0.031 - - 0.002 - - 0.058 HCM Control Delay (s) 12.9 7.7 0 - 7.5 0 - 9.5 HCM Lane LOS B A A - A A - A HCM 95th %tile Q(veh) 0.2 0.1 - - 0 - - 0.2 F-25 456 HCM 6th AWSC 2025 Build AM (Alternative A) 7: Reliance Rd & Gas Station Driveway 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 13 Intersection Intersection Delay, s/veh 8 Intersection LOS A Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 50 75 125 22 14 55 Future Vol, veh/h 50 75 125 22 14 55 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %333333 Mvmt Flow 54 82 136 24 15 60 Number of Lanes 011010 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB EB Conflicting Lanes Right 0 1 1 HCM Control Delay 8.2 8.1 7.6 HCM LOS A A A Lane EBLn1 WBLn1 SBLn1 Vol Left, %40% 0% 20% Vol Thru, %60% 85% 0% Vol Right, % 0% 15% 80% Sign Control Stop Stop Stop Traffic Vol by Lane 125 147 69 LT Vol 50 0 14 Through Vol 75 125 0 RT Vol 0 22 55 Lane Flow Rate 136 160 75 Geometry Grp 1 1 1 Degree of Util (X)0.162 0.182 0.087 Departure Headway (Hd)4.286 4.097 4.163 Convergence, Y/N Yes Yes Yes Cap 827 864 866 Service Time 2.361 2.174 2.163 HCM Lane V/C Ratio 0.164 0.185 0.087 HCM Control Delay 8.2 8.1 7.6 HCM Lane LOS A A A HCM 95th-tile Q 0.6 0.7 0.3 F-26 457 Queues 2025 Build PM (Alternative A) 1: Reliance Rd & Main St 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 1 Lane Group EBT WBT WBR NBT SBL SBT Lane Group Flow (vph) 2 222 178 319 274 265 v/c Ratio 0.01 0.56 0.20 0.66 0.53 0.27 Control Delay 0.0 31.5 2.8 26.4 13.8 9.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 0.0 31.5 2.8 26.4 13.8 9.9 Queue Length 50th (ft) 0 70 0 79 45 43 Queue Length 95th (ft) 0 212 35 248 154 147 Internal Link Dist (ft)67 663 1328 5276 Turn Bay Length (ft)242 285 Base Capacity (vph) 492 755 1091 1016 719 1624 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.00 0.29 0.16 0.31 0.38 0.16 Intersection Summary F-27 458 HCM 6th Signalized Intersection Summary 2025 Build PM (Alternative A) 1: Reliance Rd & Main St 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 1 0 1 214 1 173 0 126 183 266 257 0 Future Volume (veh/h) 1 0 1 214 1 173 0 126 183 266 257 0 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1826 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 1 0 1 221 1 178 0 130 189 274 265 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %333333555555 Cap, veh/h 3 0 3 315 1 525 0 168 244 465 927 0 Arrive On Green 0.00 0.00 0.00 0.18 0.18 0.18 0.00 0.25 0.25 0.15 0.51 0.00 Sat Flow, veh/h 832 0 832 1760 8 1572 0 672 978 1739 1826 0 Grp Volume(v), veh/h 2 0 0 222 0 178 0 0 319 274 265 0 Grp Sat Flow(s),veh/h/ln 1664 0 0 1768 0 1572 0 0 1650 1739 1826 0 Q Serve(g_s), s 0.1 0.0 0.0 6.9 0.0 4.9 0.0 0.0 10.5 6.5 4.9 0.0 Cycle Q Clear(g_c), s 0.1 0.0 0.0 6.9 0.0 4.9 0.0 0.0 10.5 6.5 4.9 0.0 Prop In Lane 0.50 0.50 1.00 1.00 0.00 0.59 1.00 0.00 Lane Grp Cap(c), veh/h 6 0 0 317 0 525 0 0 412 465 927 0 V/C Ratio(X) 0.31 0.00 0.00 0.70 0.00 0.34 0.00 0.00 0.77 0.59 0.29 0.00 Avail Cap(c_a), veh/h 400 0 0 790 0 946 0 0 1021 794 1946 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 28.9 0.0 0.0 22.4 0.0 14.6 0.0 0.0 20.3 13.5 8.3 0.0 Incr Delay (d2), s/veh 25.8 0.0 0.0 2.8 0.0 0.4 0.0 0.0 3.1 1.2 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.0 0.0 2.7 0.0 1.5 0.0 0.0 4.0 2.3 1.6 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 54.7 0.0 0.0 25.2 0.0 14.9 0.0 0.0 23.4 14.7 8.4 0.0 LnGrp LOS D A A C ABAACBAA Approach Vol, veh/h 2 400 319 539 Approach Delay, s/veh 54.7 20.6 23.4 11.6 Approach LOS D C C B Timer - Assigned Phs 1 2468 Phs Duration (G+Y+Rc), s 15.0 20.5 6.2 35.5 16.4 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 20.0 36.0 14.0 62.0 26.0 Max Q Clear Time (g_c+I1), s 8.5 12.5 2.1 6.9 8.9 Green Ext Time (p_c), s 0.6 2.1 0.0 1.7 1.6 Intersection Summary HCM 6th Ctrl Delay 17.5 HCM 6th LOS B F-28 459 HCM 6th TWSC 2025 Build PM (Alternative A) 2: Reliance Rd & Birmingham Drive 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 4 Intersection Int Delay, s/veh 5.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 14 441 344 169 153 22 Future Vol, veh/h 14 441 344 169 153 22 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 100 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 33333 Mvmt Flow 15 479 374 184 166 24 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 558 0 - 0 975 466 Stage 1 - - - - 466 - Stage 2 - - - - 509 - Critical Hdwy 4.13 - - - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy 2.227 - - - 3.527 3.327 Pot Cap-1 Maneuver 1008 - - - 278 595 Stage 1 - - - - 630 - Stage 2 - - - - 602 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1008 - - - 272 595 Mov Cap-2 Maneuver - - - - 272 - Stage 1 - - - - 617 - Stage 2 - - - - 602 - Approach EB WB SB HCM Control Delay, s 0.3 0 33.8 HCM LOS D Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2 Capacity (veh/h)1008 - - - 272 595 HCM Lane V/C Ratio 0.015 - - - 0.611 0.04 HCM Control Delay (s) 8.6 0 - - 37 11.3 HCM Lane LOS A A - - E B HCM 95th %tile Q(veh) 0 - - - 3.7 0.1 F-29 460 HCM 6th TWSC 2025 Build PM (Alternative A) 3: Carolyn Ave & Reliance Rd 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 5 Intersection Int Delay, s/veh 1.4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 565 18 64 502 10 59 Future Vol, veh/h 565 18 64 502 10 59 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 33333 Mvmt Flow 614 20 70 546 11 64 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 634 0 1310 624 Stage 1 - - - - 624 - Stage 2 - - - - 686 - Critical Hdwy - - 4.13 - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.227 - 3.527 3.327 Pot Cap-1 Maneuver - - 944 - 175 484 Stage 1 - - - - 532 - Stage 2 - - - - 498 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 944 - 156 484 Mov Cap-2 Maneuver - - - - 156 - Stage 1 - - - - 532 - Stage 2 - - - - 445 - Approach EB WB NB HCM Control Delay, s 0 1 17.1 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)371 - - 944 - HCM Lane V/C Ratio 0.202 - - 0.074 - HCM Control Delay (s) 17.1 - - 9.1 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 0.7 - - 0.2 - F-30 461 Queues 2025 Build PM (Alternative A) 4: I-81 SB Ramp & Reliance Rd 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 6 Lane Group EBT WBT SBT Lane Group Flow (vph) 697 385 409 v/c Ratio 0.55 0.32 0.84 Control Delay 9.9 10.7 29.1 Queue Delay 0.0 0.0 0.0 Total Delay 9.9 10.7 29.1 Queue Length 50th (ft) 165 157 90 Queue Length 95th (ft) 378 290 180 Internal Link Dist (ft) 495 514 640 Turn Bay Length (ft) Base Capacity (vph) 1265 1217 644 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.55 0.32 0.64 Intersection Summary F-31 462 HCM Signalized Intersection Capacity Analysis 2025 Build PM (Alternative A) 4: I-81 SB Ramp & Reliance Rd 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)0 417 252 30 340 0000620330 Future Volume (vph)0 417 252 30 340 0000620330 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 Frt 0.95 1.00 0.89 Flt Protected 1.00 1.00 0.99 Satd. Flow (prot)1751 1837 1622 Flt Permitted 1.00 0.92 0.99 Satd. Flow (perm)1751 1699 1622 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 0 434 262 31 354 0000650344 RTOR Reduction (vph) 0 10 000000002220 Lane Group Flow (vph) 0 687 0 0 385 000001870 Heavy Vehicles (%)3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% Turn Type NA pm+pt NA Split NA Protected Phases 2 1 6 4 4 Permitted Phases 6 Actuated Green, G (s)71.7 71.7 16.3 Effective Green, g (s)71.7 71.7 16.3 Actuated g/C Ratio 0.72 0.72 0.16 Clearance Time (s)6.0 6.0 6.0 Vehicle Extension (s)3.0 3.0 3.0 Lane Grp Cap (vph)1255 1218 264 v/s Ratio Prot c0.39 c0.12 v/s Ratio Perm 0.23 v/c Ratio 0.55 0.32 0.71 Uniform Delay, d1 6.6 5.2 39.6 Progression Factor 1.00 1.50 1.00 Incremental Delay, d2 1.7 0.1 8.4 Delay (s)8.3 7.9 48.0 Level of Service A A D Approach Delay (s)8.3 7.9 0.0 48.0 Approach LOS A A A D Intersection Summary HCM 2000 Control Delay 19.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.62 Actuated Cycle Length (s) 100.0 Sum of lost time (s)18.0 Intersection Capacity Utilization 76.5% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group F-32 463 Queues 2025 Build PM (Alternative A) 5: I-81 NB Ramp & Reliance Rd 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 9 Lane Group EBT WBT NBT Lane Group Flow (vph) 495 257 260 v/c Ratio 0.58 0.21 0.74 Control Delay 6.5 6.6 48.0 Queue Delay 0.0 0.0 0.0 Total Delay 6.5 6.6 48.0 Queue Length 50th (ft) 56 48 150 Queue Length 95th (ft) 83 100 217 Internal Link Dist (ft) 514 56 446 Turn Bay Length (ft) Base Capacity (vph) 858 1208 596 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.58 0.21 0.44 Intersection Summary F-33 464 HCM Signalized Intersection Capacity Analysis 2025 Build PM (Alternative A) 5: I-81 NB Ramp & Reliance Rd 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 278 202 0 0 166 83 204 5 44 0 0 0 Future Volume (vph) 278 202 0 0 166 83 204 5 44 0 0 0 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 Frt 1.00 0.95 0.98 Flt Protected 0.97 1.00 0.96 Satd. Flow (prot)1793 1761 1732 Flt Permitted 0.68 1.00 0.96 Satd. Flow (perm)1260 1761 1732 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 287 208 0 0 171 86 210 5 45 0 0 0 RTOR Reduction (vph)000080090000 Lane Group Flow (vph) 0 495 0 0 249 0 0 251 0000 Heavy Vehicles (%)3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% Turn Type pm+pt NA NA Split NA Protected Phases 5 2 6 8 8 Permitted Phases 2 Actuated Green, G (s)68.1 68.1 19.9 Effective Green, g (s)68.1 68.1 19.9 Actuated g/C Ratio 0.68 0.68 0.20 Clearance Time (s)6.0 6.0 6.0 Vehicle Extension (s)3.0 3.0 3.0 Lane Grp Cap (vph)858 1199 344 v/s Ratio Prot 0.14 c0.15 v/s Ratio Perm c0.39 v/c Ratio 0.58 0.21 0.73 Uniform Delay, d1 8.4 5.9 37.5 Progression Factor 0.40 1.00 1.00 Incremental Delay, d2 0.8 0.4 7.7 Delay (s)4.2 6.3 45.3 Level of Service A A D Approach Delay (s)4.2 6.3 45.3 0.0 Approach LOS A A D A Intersection Summary HCM 2000 Control Delay 15.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.66 Actuated Cycle Length (s) 100.0 Sum of lost time (s)18.0 Intersection Capacity Utilization 69.1% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group F-34 465 HCM 6th TWSC 2025 Build PM (Alternative A) 6: Buckton Road & Reliance Rd 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 12 Intersection Int Delay, s/veh 2.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 38 179 24 7 157 3 21 051035 Future Vol, veh/h 38 179 24 7 157 3 21 051035 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 3 33333333333 Mvmt Flow 41 195 26 8 171 3 23 051038 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 174 0 0 221 0 0 498 480 208 482 492 173 Stage 1 ------290290-189189- Stage 2 ------208190-293303- Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 Critical Hdwy Stg 1 ------6.13 5.53 - 6.13 5.53 - Critical Hdwy Stg 2 ------6.13 5.53 - 6.13 5.53 - Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1397 - - 1342 - - 481 484 830 493 476 868 Stage 1 ------716670-810742- Stage 2 ------792741-713662- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1397 - - 1342 - - 445 464 830 475 456 868 Mov Cap-2 Maneuver ------445464-475456- Stage 1 ------692647-782737- Stage 2 ------752736-684639- Approach EB WB NB SB HCM Control Delay, s 1.2 0.3 12.8 9.5 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)489 1397 - - 1342 - - 848 HCM Lane V/C Ratio 0.058 0.03 - - 0.006 - - 0.046 HCM Control Delay (s) 12.8 7.7 0 - 7.7 0 - 9.5 HCM Lane LOS B A A - A A - A HCM 95th %tile Q(veh) 0.2 0.1 - - 0 - - 0.1 F-35 466 HCM 6th AWSC 2025 Build PM (Alternative A) 7: Reliance Rd & Gas Station Driveway 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 13 Intersection Intersection Delay, s/veh 8.3 Intersection LOS A Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 41 145 122 20 19 42 Future Vol, veh/h 41 145 122 20 19 42 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %333333 Mvmt Flow 45 158 133 22 21 46 Number of Lanes 011010 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB EB Conflicting Lanes Right 0 1 1 HCM Control Delay 8.6 8.1 7.8 HCM LOS A A A Lane EBLn1 WBLn1 SBLn1 Vol Left, %22% 0% 31% Vol Thru, %78% 86% 0% Vol Right, % 0% 14% 69% Sign Control Stop Stop Stop Traffic Vol by Lane 186 142 61 LT Vol 41 0 19 Through Vol 145 122 0 RT Vol 0 20 42 Lane Flow Rate 202 154 66 Geometry Grp 1 1 1 Degree of Util (X)0.237 0.177 0.081 Departure Headway (Hd)4.229 4.137 4.378 Convergence, Y/N Yes Yes Yes Cap 839 854 824 Service Time 2.309 2.232 2.378 HCM Lane V/C Ratio 0.241 0.18 0.08 HCM Control Delay 8.6 8.1 7.8 HCM Lane LOS A A A HCM 95th-tile Q 0.9 0.6 0.3 F-36 467 Queues 2025 Build AM (Alternative B) 1: Reliance Rd & Main St 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 1 Lane Group WBT WBR NBT SBL SBT Lane Group Flow (vph) 138 615 425 186 99 v/c Ratio 0.42 0.60 0.68 0.36 0.09 Control Delay 28.6 4.5 22.0 7.8 5.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 28.6 4.5 22.0 7.8 5.2 Queue Length 50th (ft) 43 6 115 25 12 Queue Length 95th (ft) 112 70 238 56 32 Internal Link Dist (ft) 663 1328 5276 Turn Bay Length (ft) 242 285 Base Capacity (vph) 800 1219 1110 793 1752 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.17 0.50 0.38 0.23 0.06 Intersection Summary F-37 468 HCM 6th Signalized Intersection Summary 2025 Build AM (Alternative B) 1: Reliance Rd & Main St 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 127 0 566 0 223 168 171 91 0 Future Volume (veh/h) 0 0 0 127 0 566 0 223 168 171 91 0 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 0 0 138 0 615 0 242 183 186 99 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %222222222222 Cap, veh/h 0 3 0 638 0 728 0 289 219 340 891 0 Arrive On Green 0.00 0.00 0.00 0.36 0.00 0.36 0.00 0.29 0.29 0.10 0.48 0.00 Sat Flow, veh/h 0 1870 0 1781 0 1585 0 988 747 1781 1870 0 Grp Volume(v), veh/h 0 0 0 138 0 615 0 0 425 186 99 0 Grp Sat Flow(s),veh/h/ln 0 1870 0 1781 0 1585 0 0 1736 1781 1870 0 Q Serve(g_s), s 0.0 0.0 0.0 3.9 0.0 24.9 0.0 0.0 16.6 5.1 2.1 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.0 3.9 0.0 24.9 0.0 0.0 16.6 5.1 2.1 0.0 Prop In Lane 0.00 0.00 1.00 1.00 0.00 0.43 1.00 0.00 Lane Grp Cap(c), veh/h 0 3 0 638 0 728 0 0 508 340 891 0 V/C Ratio(X) 0.00 0.00 0.00 0.22 0.00 0.84 0.00 0.00 0.84 0.55 0.11 0.00 Avail Cap(c_a), veh/h 0 361 0 638 0 728 0 0 861 651 1598 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 16.2 0.0 17.3 0.0 0.0 24.1 17.3 10.5 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.2 0.0 9.0 0.0 0.0 3.7 1.4 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 0.0 1.4 0.0 9.2 0.0 0.0 6.9 2.1 0.8 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 0.0 0.0 16.4 0.0 26.3 0.0 0.0 27.8 18.6 10.6 0.0 LnGrp LOS AAABACAACBBA Approach Vol, veh/h 0 753 425 285 Approach Delay, s/veh 0.0 24.5 27.8 15.8 Approach LOS C C B Timer - Assigned Phs 1 2468 Phs Duration (G+Y+Rc), s 13.4 27.2 0.0 40.6 32.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 20.0 36.0 14.0 62.0 26.0 Max Q Clear Time (g_c+I1), s 7.1 18.6 0.0 4.1 26.9 Green Ext Time (p_c), s 0.4 2.6 0.0 0.6 0.0 Intersection Summary HCM 6th Ctrl Delay 23.8 HCM 6th LOS C F-38 469 HCM 6th TWSC 2025 Build AM (Alternative B) 2: Reliance Rd & Birmingham Drive 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 4 Intersection Int Delay, s/veh 2.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 5 321 677 66 74 11 Future Vol, veh/h 5 321 677 66 74 11 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 100 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 33333 Mvmt Flow 5 349 736 72 80 12 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 808 0 - 0 1131 772 Stage 1 - - - - 772 - Stage 2 - - - - 359 - Critical Hdwy 4.13 - - - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy 2.227 - - - 3.527 3.327 Pot Cap-1 Maneuver 813 - - - 224 398 Stage 1 - - - - 454 - Stage 2 - - - - 704 - Platoon blocked, % - - - Mov Cap-1 Maneuver 813 - - - 222 398 Mov Cap-2 Maneuver - - - - 222 - Stage 1 - - - - 450 - Stage 2 - - - - 704 - Approach EB WB SB HCM Control Delay, s 0.1 0 28.1 HCM LOS D Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2 Capacity (veh/h)813 - - - 222 398 HCM Lane V/C Ratio 0.007 - - - 0.362 0.03 HCM Control Delay (s) 9.5 0 - - 30.2 14.3 HCM Lane LOS A A - - D B HCM 95th %tile Q(veh) 0 - - - 1.6 0.1 F-39 470 HCM 6th TWSC 2025 Build AM (Alternative B) 3: Carolyn Ave & Reliance Rd 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 5 Intersection Int Delay, s/veh 0.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 387 8 22 736 7 65 Future Vol, veh/h 387 8 22 736 7 65 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 33333 Mvmt Flow 421 9 24 800 8 71 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 430 0 1274 426 Stage 1 - - - - 426 - Stage 2 - - - - 848 - Critical Hdwy - - 4.13 - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.227 - 3.527 3.327 Pot Cap-1 Maneuver - - 1124 - 184 626 Stage 1 - - - - 657 - Stage 2 - - - - 418 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1124 - 177 626 Mov Cap-2 Maneuver - - - - 177 - Stage 1 - - - - 657 - Stage 2 - - - - 402 - Approach EB WB NB HCM Control Delay, s 0 0.2 13.5 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)502 - - 1124 - HCM Lane V/C Ratio 0.156 - - 0.021 - HCM Control Delay (s) 13.5 - - 8.3 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0.5 - - 0.1 - F-40 471 HCM 6th TWSC 2025 Build AM (Alternative B) 4: I-81 SB Ramp & Reliance Rd 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 6 Intersection Int Delay, s/veh 6.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 352 206 30 488 0000352351 Future Vol, veh/h 0 352 206 30 488 0000352351 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length -----------200 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 383 224 33 530 0000382382 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 0 607 0 0 1091 1203 530 Stage 1 ------ 596596- Stage 2 ------ 495607- Critical Hdwy - - - 4.12 - -6.42 6.52 6.22 Critical Hdwy Stg 1 ------5.42 5.52 - Critical Hdwy Stg 2 ------5.42 5.52 - Follow-up Hdwy - - - 2.218 - - 3.518 4.018 3.318 Pot Cap-1 Maneuver 0 - - 971 - 0 238 184 549 Stage 1 0 ----0 550492- Stage 2 0 ----0 613486- Platoon blocked, %- -- Mov Cap-1 Maneuver - - - 971 - -227 0 549 Mov Cap-2 Maneuver ------2270- Stage 1 ------ 5500- Stage 2 ------ 5840- Approach EB WB SB HCM Control Delay, s 0 0.5 25.1 HCM LOS D Minor Lane/Major Mvmt EBT EBR WBL WBTSBLn1SBLn2 Capacity (veh/h)- - 971 - 227 549 HCM Lane V/C Ratio - - 0.034 - 0.177 0.695 HCM Control Delay (s) - - 8.8 0 24.2 25.2 HCM Lane LOS - - A A C D HCM 95th %tile Q(veh) - - 0.1 - 0.6 5.4 F-41 472 Queues 2025 Build AM (Alternative B) 5: I-81 NB Ramp & Reliance Rd 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 7 Lane Group EBT WBT NBT Lane Group Flow (vph) 421 291 439 v/c Ratio 0.63 0.28 0.85 Control Delay 20.1 10.5 49.1 Queue Delay 0.0 0.0 0.0 Total Delay 20.1 10.5 49.1 Queue Length 50th (ft) 167 75 257 Queue Length 95th (ft) 309 136 358 Internal Link Dist (ft) 514 56 446 Turn Bay Length (ft) Base Capacity (vph) 670 1052 601 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.63 0.28 0.73 Intersection Summary F-42 473 HCM Signalized Intersection Capacity Analysis 2025 Build AM (Alternative B) 5: I-81 NB Ramp & Reliance Rd 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 263 124 0 0 159 109 361 1 42 0 0 0 Future Volume (vph) 263 124 0 0 159 109 361 1 42 0 0 0 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 Frt 1.00 0.95 0.99 Flt Protected 0.97 1.00 0.96 Satd. Flow (prot)1802 1761 1758 Flt Permitted 0.61 1.00 0.96 Satd. Flow (perm)1136 1761 1758 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 286 135 0 0 173 118 392 1 46 0 0 0 RTOR Reduction (vph)0000140040000 Lane Group Flow (vph) 0 421 0 0 277 0 0 435 0000 Turn Type pm+pt NA NA Split NA Protected Phases 5 2 6 8 8 Permitted Phases 2 Actuated Green, G (s)59.0 59.0 29.0 Effective Green, g (s)59.0 59.0 29.0 Actuated g/C Ratio 0.59 0.59 0.29 Clearance Time (s)6.0 6.0 6.0 Vehicle Extension (s)3.0 3.0 3.0 Lane Grp Cap (vph)670 1038 509 v/s Ratio Prot 0.16 c0.25 v/s Ratio Perm c0.37 v/c Ratio 0.63 0.27 0.85 Uniform Delay, d1 13.4 10.0 33.5 Progression Factor 1.00 1.00 1.00 Incremental Delay, d2 1.9 0.6 13.1 Delay (s)15.2 10.6 46.6 Level of Service B B D Approach Delay (s)15.2 10.6 46.6 0.0 Approach LOS B B D A Intersection Summary HCM 2000 Control Delay 26.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.75 Actuated Cycle Length (s) 100.0 Sum of lost time (s)18.0 Intersection Capacity Utilization 73.7% ICU Level of Service D Analysis Period (min)15 c Critical Lane Group F-43 474 HCM 6th TWSC 2025 Build AM (Alternative B) 6: Buckton Road & Reliance Rd 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 10 Intersection Int Delay, s/veh 2.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 39 121 7 3 177 0 23 000045 Future Vol, veh/h 39 121 7 3 177 0 23 000045 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 3 33333333333 Mvmt Flow 42 132 8 3 192 0 25 000049 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 192 0 0 140 0 0 443 418 136 418 422 192 Stage 1 ------220220-198198- Stage 2 ------223198-220224- Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 Critical Hdwy Stg 1 ------6.13 5.53 - 6.13 5.53 - Critical Hdwy Stg 2 ------6.13 5.53 - 6.13 5.53 - Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1375 - - 1437 - - 523 524 910 544 522 847 Stage 1 ------780719-802735- Stage 2 ------777735-780716- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1375 - - 1437 - - 480 506 910 529 504 847 Mov Cap-2 Maneuver ------480506-529504- Stage 1 ------754695-776734- Stage 2 ------731734-754692- Approach EB WB NB SB HCM Control Delay, s 1.8 0.1 12.9 9.5 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)480 1375 - - 1437 - - 847 HCM Lane V/C Ratio 0.052 0.031 - - 0.002 - - 0.058 HCM Control Delay (s) 12.9 7.7 0 - 7.5 0 - 9.5 HCM Lane LOS B A A - A A - A HCM 95th %tile Q(veh) 0.2 0.1 - - 0 - - 0.2 F-44 475 HCM 6th AWSC 2025 Build AM (Alternative B) 7: Reliance Rd & Gas Station Driveway 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 11 Intersection Intersection Delay, s/veh 8 Intersection LOS A Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 50 75 125 22 14 55 Future Vol, veh/h 50 75 125 22 14 55 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %333333 Mvmt Flow 54 82 136 24 15 60 Number of Lanes 011010 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB EB Conflicting Lanes Right 0 1 1 HCM Control Delay 8.2 8.1 7.6 HCM LOS A A A Lane EBLn1 WBLn1 SBLn1 Vol Left, %40% 0% 20% Vol Thru, %60% 85% 0% Vol Right, % 0% 15% 80% Sign Control Stop Stop Stop Traffic Vol by Lane 125 147 69 LT Vol 50 0 14 Through Vol 75 125 0 RT Vol 0 22 55 Lane Flow Rate 136 160 75 Geometry Grp 1 1 1 Degree of Util (X)0.162 0.182 0.087 Departure Headway (Hd)4.286 4.097 4.163 Convergence, Y/N Yes Yes Yes Cap 827 864 866 Service Time 2.361 2.174 2.163 HCM Lane V/C Ratio 0.164 0.185 0.087 HCM Control Delay 8.2 8.1 7.6 HCM Lane LOS A A A HCM 95th-tile Q 0.6 0.7 0.3 F-45 476 Queues 2025 Build PM (Option 2) 1: Reliance Rd & Main St 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 1 Lane Group EBT WBT WBR NBT SBL SBT Lane Group Flow (vph) 2 222 178 319 274 265 v/c Ratio 0.01 0.56 0.20 0.66 0.53 0.27 Control Delay 0.0 31.5 2.8 26.4 13.8 9.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 0.0 31.5 2.8 26.4 13.8 9.9 Queue Length 50th (ft) 0 70 0 79 45 43 Queue Length 95th (ft) 0 212 35 248 154 147 Internal Link Dist (ft)67 663 1328 5276 Turn Bay Length (ft)242 285 Base Capacity (vph) 492 755 1091 1016 719 1624 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.00 0.29 0.16 0.31 0.38 0.16 Intersection Summary F-46 477 HCM 6th Signalized Intersection Summary 2025 Build PM (Option 2) 1: Reliance Rd & Main St 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 1 0 1 214 1 173 0 126 183 266 257 0 Future Volume (veh/h) 1 0 1 214 1 173 0 126 183 266 257 0 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1826 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 1 0 1 221 1 178 0 130 189 274 265 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %333333555555 Cap, veh/h 3 0 3 315 1 525 0 168 244 465 927 0 Arrive On Green 0.00 0.00 0.00 0.18 0.18 0.18 0.00 0.25 0.25 0.15 0.51 0.00 Sat Flow, veh/h 832 0 832 1760 8 1572 0 672 978 1739 1826 0 Grp Volume(v), veh/h 2 0 0 222 0 178 0 0 319 274 265 0 Grp Sat Flow(s),veh/h/ln 1664 0 0 1768 0 1572 0 0 1650 1739 1826 0 Q Serve(g_s), s 0.1 0.0 0.0 6.9 0.0 4.9 0.0 0.0 10.5 6.5 4.9 0.0 Cycle Q Clear(g_c), s 0.1 0.0 0.0 6.9 0.0 4.9 0.0 0.0 10.5 6.5 4.9 0.0 Prop In Lane 0.50 0.50 1.00 1.00 0.00 0.59 1.00 0.00 Lane Grp Cap(c), veh/h 6 0 0 317 0 525 0 0 412 465 927 0 V/C Ratio(X) 0.31 0.00 0.00 0.70 0.00 0.34 0.00 0.00 0.77 0.59 0.29 0.00 Avail Cap(c_a), veh/h 400 0 0 790 0 946 0 0 1021 794 1946 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 28.9 0.0 0.0 22.4 0.0 14.6 0.0 0.0 20.3 13.5 8.3 0.0 Incr Delay (d2), s/veh 25.8 0.0 0.0 2.8 0.0 0.4 0.0 0.0 3.1 1.2 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.0 0.0 2.7 0.0 1.5 0.0 0.0 4.0 2.3 1.6 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 54.7 0.0 0.0 25.2 0.0 14.9 0.0 0.0 23.4 14.7 8.4 0.0 LnGrp LOS D A A C ABAACBAA Approach Vol, veh/h 2 400 319 539 Approach Delay, s/veh 54.7 20.6 23.4 11.6 Approach LOS D C C B Timer - Assigned Phs 1 2468 Phs Duration (G+Y+Rc), s 15.0 20.5 6.2 35.5 16.4 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 20.0 36.0 14.0 62.0 26.0 Max Q Clear Time (g_c+I1), s 8.5 12.5 2.1 6.9 8.9 Green Ext Time (p_c), s 0.6 2.1 0.0 1.7 1.6 Intersection Summary HCM 6th Ctrl Delay 17.5 HCM 6th LOS B F-47 478 HCM 6th TWSC 2025 Build PM (Option 2) 2: Reliance Rd & Birmingham Drive 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 4 Intersection Int Delay, s/veh 5.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 14 441 344 169 153 22 Future Vol, veh/h 14 441 344 169 153 22 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 100 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 33333 Mvmt Flow 15 479 374 184 166 24 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 558 0 - 0 975 466 Stage 1 - - - - 466 - Stage 2 - - - - 509 - Critical Hdwy 4.13 - - - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy 2.227 - - - 3.527 3.327 Pot Cap-1 Maneuver 1008 - - - 278 595 Stage 1 - - - - 630 - Stage 2 - - - - 602 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1008 - - - 272 595 Mov Cap-2 Maneuver - - - - 272 - Stage 1 - - - - 617 - Stage 2 - - - - 602 - Approach EB WB SB HCM Control Delay, s 0.3 0 33.8 HCM LOS D Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2 Capacity (veh/h)1008 - - - 272 595 HCM Lane V/C Ratio 0.015 - - - 0.611 0.04 HCM Control Delay (s) 8.6 0 - - 37 11.3 HCM Lane LOS A A - - E B HCM 95th %tile Q(veh) 0 - - - 3.7 0.1 F-48 479 HCM 6th TWSC 2025 Build PM (Option 2) 3: Carolyn Ave & Reliance Rd 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 5 Intersection Int Delay, s/veh 1.4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 565 18 64 502 10 59 Future Vol, veh/h 565 18 64 502 10 59 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 33333 Mvmt Flow 614 20 70 546 11 64 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 634 0 1310 624 Stage 1 - - - - 624 - Stage 2 - - - - 686 - Critical Hdwy - - 4.13 - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.227 - 3.527 3.327 Pot Cap-1 Maneuver - - 944 - 175 484 Stage 1 - - - - 532 - Stage 2 - - - - 498 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 944 - 156 484 Mov Cap-2 Maneuver - - - - 156 - Stage 1 - - - - 532 - Stage 2 - - - - 445 - Approach EB WB NB HCM Control Delay, s 0 1 17.1 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)371 - - 944 - HCM Lane V/C Ratio 0.202 - - 0.074 - HCM Control Delay (s) 17.1 - - 9.1 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 0.7 - - 0.2 - F-49 480 HCM 6th TWSC 2025 Build PM (Option 2) 4: I-81 SB Ramp & Reliance Rd 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 6 Intersection Int Delay, s/veh 4.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 417 252 30 340 0000620330 Future Vol, veh/h 0 417 252 30 340 0000620330 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length -----------200 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehicles, % 3 33333333333 Mvmt Flow 0 434 263 31 354 0000650344 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 0 697 0 0 982 1113 354 Stage 1 ------ 416416- Stage 2 ------ 566697- Critical Hdwy - - - 4.13 - -6.43 6.53 6.23 Critical Hdwy Stg 1 ------5.43 5.53 - Critical Hdwy Stg 2 ------5.43 5.53 - Follow-up Hdwy - - - 2.227 - - 3.527 4.027 3.327 Pot Cap-1 Maneuver 0 - - 895 - 0 275 208 688 Stage 1 0 ----0 664590- Stage 2 0 ----0 566441- Platoon blocked, %- -- Mov Cap-1 Maneuver - - - 895 - -263 0 688 Mov Cap-2 Maneuver ------2630- Stage 1 ------ 6640- Stage 2 ------ 5420- Approach EB WB SB HCM Control Delay, s 0 0.7 16.5 HCM LOS C Minor Lane/Major Mvmt EBT EBR WBL WBTSBLn1SBLn2 Capacity (veh/h)- - 895 - 263 688 HCM Lane V/C Ratio - - 0.035 - 0.246 0.5 HCM Control Delay (s) - - 9.2 0 23.1 15.3 HCM Lane LOS - - A A C C HCM 95th %tile Q(veh) - - 0.1 - 0.9 2.8 F-50 481 Queues 2025 Build PM (Option 2) 5: I-81 NB Ramp & Reliance Rd 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 7 Lane Group EBT WBT NBT Lane Group Flow (vph) 495 257 260 v/c Ratio 0.58 0.21 0.74 Control Delay 13.0 6.6 48.0 Queue Delay 0.0 0.0 0.0 Total Delay 13.0 6.6 48.0 Queue Length 50th (ft) 147 48 150 Queue Length 95th (ft) 303 100 217 Internal Link Dist (ft) 514 56 446 Turn Bay Length (ft) Base Capacity (vph) 858 1208 596 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.58 0.21 0.44 Intersection Summary F-51 482 HCM Signalized Intersection Capacity Analysis 2025 Build PM (Option 2) 5: I-81 NB Ramp & Reliance Rd 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 278 202 0 0 166 83 204 5 44 0 0 0 Future Volume (vph) 278 202 0 0 166 83 204 5 44 0 0 0 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 Frt 1.00 0.95 0.98 Flt Protected 0.97 1.00 0.96 Satd. Flow (prot)1793 1761 1732 Flt Permitted 0.68 1.00 0.96 Satd. Flow (perm)1260 1761 1732 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 287 208 0 0 171 86 210 5 45 0 0 0 RTOR Reduction (vph)000080090000 Lane Group Flow (vph) 0 495 0 0 249 0 0 251 0000 Heavy Vehicles (%)3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% Turn Type pm+pt NA NA Split NA Protected Phases 5 2 6 8 8 Permitted Phases 2 Actuated Green, G (s)68.1 68.1 19.9 Effective Green, g (s)68.1 68.1 19.9 Actuated g/C Ratio 0.68 0.68 0.20 Clearance Time (s)6.0 6.0 6.0 Vehicle Extension (s)3.0 3.0 3.0 Lane Grp Cap (vph)858 1199 344 v/s Ratio Prot 0.14 c0.15 v/s Ratio Perm c0.39 v/c Ratio 0.58 0.21 0.73 Uniform Delay, d1 8.4 5.9 37.5 Progression Factor 1.00 1.00 1.00 Incremental Delay, d2 0.9 0.4 7.7 Delay (s)9.3 6.3 45.3 Level of Service A A D Approach Delay (s)9.3 6.3 45.3 0.0 Approach LOS A A D A Intersection Summary HCM 2000 Control Delay 17.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.66 Actuated Cycle Length (s) 100.0 Sum of lost time (s)18.0 Intersection Capacity Utilization 69.1% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group F-52 483 HCM 6th TWSC 2025 Build PM (Option 2) 6: Buckton Road & Reliance Rd 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 10 Intersection Int Delay, s/veh 2.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 38 179 24 7 157 3 21 051035 Future Vol, veh/h 38 179 24 7 157 3 21 051035 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 3 33333333333 Mvmt Flow 41 195 26 8 171 3 23 051038 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 174 0 0 221 0 0 498 480 208 482 492 173 Stage 1 ------290290-189189- Stage 2 ------208190-293303- Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 Critical Hdwy Stg 1 ------6.13 5.53 - 6.13 5.53 - Critical Hdwy Stg 2 ------6.13 5.53 - 6.13 5.53 - Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1397 - - 1342 - - 481 484 830 493 476 868 Stage 1 ------716670-810742- Stage 2 ------792741-713662- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1397 - - 1342 - - 445 464 830 475 456 868 Mov Cap-2 Maneuver ------445464-475456- Stage 1 ------692647-782737- Stage 2 ------752736-684639- Approach EB WB NB SB HCM Control Delay, s 1.2 0.3 12.8 9.5 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)489 1397 - - 1342 - - 848 HCM Lane V/C Ratio 0.058 0.03 - - 0.006 - - 0.046 HCM Control Delay (s) 12.8 7.7 0 - 7.7 0 - 9.5 HCM Lane LOS B A A - A A - A HCM 95th %tile Q(veh) 0.2 0.1 - - 0 - - 0.1 F-53 484 HCM 6th AWSC 2025 Build PM (Option 2) 7: Reliance Rd & Gas Station Driveway 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 11 Intersection Intersection Delay, s/veh 8.3 Intersection LOS A Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 41 145 122 20 19 42 Future Vol, veh/h 41 145 122 20 19 42 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %333333 Mvmt Flow 45 158 133 22 21 46 Number of Lanes 011010 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB EB Conflicting Lanes Right 0 1 1 HCM Control Delay 8.6 8.1 7.8 HCM LOS A A A Lane EBLn1 WBLn1 SBLn1 Vol Left, %22% 0% 31% Vol Thru, %78% 86% 0% Vol Right, % 0% 14% 69% Sign Control Stop Stop Stop Traffic Vol by Lane 186 142 61 LT Vol 41 0 19 Through Vol 145 122 0 RT Vol 0 20 42 Lane Flow Rate 202 154 66 Geometry Grp 1 1 1 Degree of Util (X)0.237 0.177 0.081 Departure Headway (Hd)4.229 4.137 4.378 Convergence, Y/N Yes Yes Yes Cap 839 854 824 Service Time 2.309 2.232 2.378 HCM Lane V/C Ratio 0.241 0.18 0.08 HCM Control Delay 8.6 8.1 7.8 HCM Lane LOS A A A HCM 95th-tile Q 0.9 0.6 0.3 F-54 485 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 APPENDIX G Design Year Conditions Levels of Service and Queues (2047) 486 Queues 2047 No Build AM 1: Reliance Rd & Main St 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 1 Lane Group WBT WBR NBT SBL SBT Lane Group Flow (vph) 150 640 457 200 109 v/c Ratio 0.46 0.63 0.69 0.39 0.09 Control Delay 31.0 5.8 22.6 8.1 5.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 31.0 5.8 22.6 8.1 5.3 Queue Length 50th (ft) 51 17 133 28 14 Queue Length 95th (ft) 128 108 273 62 36 Internal Link Dist (ft) 663 1328 5276 Turn Bay Length (ft) 242 285 Base Capacity (vph) 749 1182 1041 761 1707 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.20 0.54 0.44 0.26 0.06 Intersection Summary G-1 487 HCM 6th Signalized Intersection Summary 2047 No Build AM 1: Reliance Rd & Main St 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 138 0 589 0 239 181 184 100 0 Future Volume (veh/h) 0 0 0 138 0 589 0 239 181 184 100 0 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 0 0 150 0 640 0 260 197 200 109 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %222222222222 Cap, veh/h 0 2 0 617 0 715 0 305 231 341 924 0 Arrive On Green 0.00 0.00 0.00 0.35 0.00 0.35 0.00 0.31 0.31 0.10 0.49 0.00 Sat Flow, veh/h 0 1870 0 1781 0 1585 0 987 748 1781 1870 0 Grp Volume(v), veh/h 0 0 0 150 0 640 0 0 457 200 109 0 Grp Sat Flow(s),veh/h/ln 0 1870 0 1781 0 1585 0 0 1736 1781 1870 0 Q Serve(g_s), s 0.0 0.0 0.0 4.5 0.0 26.0 0.0 0.0 18.5 5.6 2.4 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.0 4.5 0.0 26.0 0.0 0.0 18.5 5.6 2.4 0.0 Prop In Lane 0.00 0.00 1.00 1.00 0.00 0.43 1.00 0.00 Lane Grp Cap(c), veh/h 0 2 0 617 0 715 0 0 537 341 924 0 V/C Ratio(X) 0.00 0.00 0.00 0.24 0.00 0.90 0.00 0.00 0.85 0.59 0.12 0.00 Avail Cap(c_a), veh/h 0 349 0 617 0 715 0 0 832 629 1544 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 17.5 0.0 19.0 0.0 0.0 24.3 17.4 10.2 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.2 0.0 13.9 0.0 0.0 5.2 1.6 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 0.0 1.7 0.0 11.2 0.0 0.0 7.9 2.2 0.9 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 0.0 0.0 17.7 0.0 32.9 0.0 0.0 29.5 19.0 10.3 0.0 LnGrp LOS AAABACAACBBA Approach Vol, veh/h 0 790 457 309 Approach Delay, s/veh 0.0 30.0 29.5 15.9 Approach LOS C C B Timer - Assigned Phs 1 2468 Phs Duration (G+Y+Rc), s 13.9 29.2 0.0 43.1 32.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 20.0 36.0 14.0 62.0 26.0 Max Q Clear Time (g_c+I1), s 7.6 20.5 0.0 4.4 28.0 Green Ext Time (p_c), s 0.4 2.7 0.0 0.7 0.0 Intersection Summary HCM 6th Ctrl Delay 27.1 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. G-2 488 HCM 6th TWSC 2047 No Build AM 2: Reliance Rd & Birmingham Drive 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 3 Intersection Int Delay, s/veh 2.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 5 346 710 66 74 11 Future Vol, veh/h 5 346 710 66 74 11 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 100 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 33333 Mvmt Flow 5 376 772 72 80 12 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 844 0 - 0 1194 808 Stage 1 - - - - 808 - Stage 2 - - - - 386 - Critical Hdwy 4.13 - - - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy 2.227 - - - 3.527 3.327 Pot Cap-1 Maneuver 788 - - - 205 379 Stage 1 - - - - 437 - Stage 2 - - - - 685 - Platoon blocked, % - - - Mov Cap-1 Maneuver 788 - - - 203 379 Mov Cap-2 Maneuver - - - - 203 - Stage 1 - - - - 434 - Stage 2 - - - - 685 - Approach EB WB SB HCM Control Delay, s 0.1 0 31.4 HCM LOS D Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2 Capacity (veh/h)788 - - - 203 379 HCM Lane V/C Ratio 0.007 - - - 0.396 0.032 HCM Control Delay (s) 9.6 0 - - 33.9 14.8 HCM Lane LOS A A - - D B HCM 95th %tile Q(veh) 0 - - - 1.8 0.1 G-3 489 HCM 6th TWSC 2047 No Build AM 3: Carolyn Ave & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 4 Intersection Int Delay, s/veh 1.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 411 9 25 768 8 73 Future Vol, veh/h 411 9 25 768 8 73 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 33333 Mvmt Flow 447 10 27 835 9 79 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 457 0 1341 452 Stage 1 - - - - 452 - Stage 2 - - - - 889 - Critical Hdwy - - 4.13 - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.227 - 3.527 3.327 Pot Cap-1 Maneuver - - 1099 - 167 605 Stage 1 - - - - 639 - Stage 2 - - - - 400 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1099 - 159 605 Mov Cap-2 Maneuver - - - - 159 - Stage 1 - - - - 639 - Stage 2 - - - - 382 - Approach EB WB NB HCM Control Delay, s 0 0.3 14.3 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)474 - - 1099 - HCM Lane V/C Ratio 0.186 - - 0.025 - HCM Control Delay (s) 14.3 - - 8.4 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0.7 - - 0.1 - G-4 490 HCM 6th TWSC 2047 No Build AM 4: I-81 SB Ramp & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 5 Intersection Int Delay, s/veh 17.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 381 221 32 512 0000382372 Future Vol, veh/h 0 381 221 32 512 0000382372 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 414 240 35 557 0000412404 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 0 654 0 0 1161 1281 557 Stage 1 ------ 627627- Stage 2 ------ 534654- Critical Hdwy - - - 4.12 - -6.42 6.52 6.22 Critical Hdwy Stg 1 ------5.42 5.52 - Critical Hdwy Stg 2 ------5.42 5.52 - Follow-up Hdwy - - - 2.218 - - 3.518 4.018 3.318 Pot Cap-1 Maneuver 0 - - 933 - 0 216 166 530 Stage 1 0 ----0 532476- Stage 2 0 ----0 588463- Platoon blocked, %- -- Mov Cap-1 Maneuver - - - 933 - -204 0 530 Mov Cap-2 Maneuver ------2040- Stage 1 ------ 5320- Stage 2 ------ 5560- Approach EB WB SB HCM Control Delay, s 0 0.5 64.6 HCM LOS F Minor Lane/Major Mvmt EBT EBR WBL WBTSBLn1 Capacity (veh/h)- - 933 - 462 HCM Lane V/C Ratio - - 0.037 - 0.969 HCM Control Delay (s) - - 9 0 64.6 HCM Lane LOS - - A A F HCM 95th %tile Q(veh) - - 0.1 - 12.1 G-5 491 HCM 6th TWSC 2047 No Build AM 5: I-81 NB Ramp & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 6 Intersection Int Delay, s/veh 222.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 286 132 0 0 170 118 377 1 44 0 0 0 Future Vol, veh/h 286 132 0 0 170 118 377 1 44 0 0 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 22222222222 Mvmt Flow 311 143 0 0 185 128 410 1 48 0 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 313 0 - - - 0 1014 1078 143 Stage 1 ------765765- Stage 2 ------249313- Critical Hdwy 4.12 -----6.42 6.52 6.22 Critical Hdwy Stg 1 ------5.42 5.52 - Critical Hdwy Stg 2 ------5.42 5.52 - Follow-up Hdwy 2.218 -----3.518 4.018 3.318 Pot Cap-1 Maneuver 1247 - 0 0 - - ~ 264 219 905 Stage 1 - - 0 0 - - 459 412 - Stage 2 - - 0 0 - - 792 657 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1247 -----~ 1920905 Mov Cap-2 Maneuver ------~ 1920- Stage 1 ------~ 3350- Stage 2 ------7920- Approach EB WB NB HCM Control Delay, s 6.1 0 $ 589.8 HCM LOS F Minor Lane/Major Mvmt NBLn1 EBL EBT WBT WBR Capacity (veh/h)209 1247 - - - HCM Lane V/C Ratio 2.195 0.249 - - - HCM Control Delay (s) $ 589.8 8.8 0 - - HCM Lane LOS F A A - - HCM 95th %tile Q(veh) 36 1 - - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon G-6 492 HCM 6th TWSC 2047 No Build AM 6: Buckton Road & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 7 Intersection Int Delay, s/veh 2.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 39 130 8 3 190 0 26 000046 Future Vol, veh/h 39 130 8 3 190 0 26 000046 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 3 33333333333 Mvmt Flow 42 141 9 3 207 0 28 000050 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 207 0 0 150 0 0 468 443 146 443 447 207 Stage 1 ------230230-213213- Stage 2 ------238213-230234- Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 Critical Hdwy Stg 1 ------6.13 5.53 - 6.13 5.53 - Critical Hdwy Stg 2 ------6.13 5.53 - 6.13 5.53 - Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1358 - - 1425 - - 504 508 898 523 505 831 Stage 1 ------771712-787724- Stage 2 ------763724-771709- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1358 - - 1425 - - 461 490 898 509 487 831 Mov Cap-2 Maneuver ------461490-509487- Stage 1 ------745688-760723- Stage 2 ------716723-745685- Approach EB WB NB SB HCM Control Delay, s 1.7 0.1 13.3 9.6 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)461 1358 - - 1425 - - 831 HCM Lane V/C Ratio 0.061 0.031 - - 0.002 - - 0.06 HCM Control Delay (s) 13.3 7.7 0 - 7.5 0 - 9.6 HCM Lane LOS B A A - A A - A HCM 95th %tile Q(veh) 0.2 0.1 - - 0 - - 0.2 G-7 493 HCM 6th AWSC 2047 No Build AM 7: Reliance Rd & Gas Station Driveway 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 8 Intersection Intersection Delay, s/veh 8.1 Intersection LOS A Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 50 84 139 22 14 55 Future Vol, veh/h 50 84 139 22 14 55 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %333333 Mvmt Flow 54 91 151 24 15 60 Number of Lanes 011010 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB EB Conflicting Lanes Right 0 1 1 HCM Control Delay 8.3 8.2 7.6 HCM LOS A A A Lane EBLn1 WBLn1 SBLn1 Vol Left, %37% 0% 20% Vol Thru, %63% 86% 0% Vol Right, % 0% 14% 80% Sign Control Stop Stop Stop Traffic Vol by Lane 134 161 69 LT Vol 50 0 14 Through Vol 84 139 0 RT Vol 0 22 55 Lane Flow Rate 146 175 75 Geometry Grp 1 1 1 Degree of Util (X)0.174 0.2 0.088 Departure Headway (Hd)4.292 4.112 4.218 Convergence, Y/N Yes Yes Yes Cap 826 861 854 Service Time 2.374 2.194 2.218 HCM Lane V/C Ratio 0.177 0.203 0.088 HCM Control Delay 8.3 8.2 7.6 HCM Lane LOS A A A HCM 95th-tile Q 0.6 0.7 0.3 G-8 494 Queues 2047 No Build PM 1: Reliance Rd & Main St 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 1 Lane Group EBT WBT WBR NBT SBL SBT Lane Group Flow (vph) 2 239 195 348 291 292 v/c Ratio 0.01 0.59 0.22 0.69 0.58 0.29 Control Delay 0.0 33.3 2.9 27.5 14.7 10.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 0.0 33.3 2.9 27.5 14.7 10.0 Queue Length 50th (ft) 0 81 0 96 52 51 Queue Length 95th (ft) 0 232 38 274 161 159 Internal Link Dist (ft)67 663 1328 5276 Turn Bay Length (ft)242 285 Base Capacity (vph) 474 716 1072 966 692 1586 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.00 0.33 0.18 0.36 0.42 0.18 Intersection Summary G-9 495 HCM 6th Signalized Intersection Capacity Analysis 2047 No Build PM 1: Reliance Rd & Main St 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 1 0 1 231 1 189 0 139 199 282 283 0 Future Volume (veh/h) 1 0 1 231 1 189 0 139 199 282 283 0 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q, veh 000000000000 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1826 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 1 0 1 238 1 195 0 143 205 291 292 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %333333555555 Opposing Right Turn Influence Yes Yes Yes Yes Cap, veh/h 2 0 2 329 1 542 0 180 258 460 949 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.00 0.00 0.00 0.19 0.19 0.19 0.00 0.26 0.26 0.16 0.52 0.00 Unsig. Movement Delay Ln Grp Delay, s/veh 86.0 0.0 0.0 26.7 0.0 15.6 0.0 0.0 24.5 15.5 8.7 0.0 Ln Grp LOS F A A C ABAACBAA Approach Vol, veh/h 2 434 348 583 Approach Delay, s/veh 86.0 21.7 24.5 12.1 Approach LOS F C C B Timer:12345678 Assigned Phs 1284 6 Case No 1.2 8.0 11.0 12.0 4.0 Phs Duration (G+Y+Rc), s 15.8 22.4 17.6 6.2 38.2 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 Max Green (Gmax), s 20.0 36.0 26.0 14.0 62.0 Max Allow Headway (MAH), s 3.8 5.5 4.5 5.5 5.3 Max Q Clear (g_c+l1), s 9.2 14.2 9.9 2.1 7.7 Green Ext Time (g_e), s 0.7 2.2 1.7 0.0 1.9 Prob of Phs Call (p_c)0.99 1.00 1.00 0.03 1.00 Prob of Max Out (p_x)0.01 0.01 0.01 0.00 0.00 Left-Turn Movement Data Assigned Mvmt 1537 Mvmt Sat Flow, veh/h 1739 0 1760 832 Through Movement Data Assigned Mvmt 2 8 4 6 Mvmt Sat Flow, veh/h 678 7 0 1826 Right-Turn Movement Data Assigned Mvmt 12 18 14 16 Mvmt Sat Flow, veh/h 972 1572 832 0 Left Lane Group Data Assigned Mvmt 15370000 Lane Assignment L (Pr/Pm)L+T L+T+R G-10 496 HCM 6th Signalized Intersection Capacity Analysis 2047 No Build PM 1: Reliance Rd & Main St 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 3 Lanes in Grp 10110000 Grp Vol (v), veh/h 291 0 239 20000 Grp Sat Flow (s), veh/h/ln 1739 0 1768 1664 0000 Q Serve Time (g_s), s 7.2 0.0 7.9 0.1 0.0 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 7.2 0.0 7.9 0.1 0.0 0.0 0.0 0.0 Perm LT Sat Flow (s_l), veh/h/ln 1008 0000000 Shared LT Sat Flow (s_sh), veh/h/ln 00000000 Perm LT Eff Green (g_p), s 16.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 4.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 4.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 16.4 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L)1.00 0.00 1.00 0.50 0.00 0.00 0.00 0.00 Lane Grp Cap (c), veh/h 460 0 330 50000 V/C Ratio (X)0.63 0.00 0.72 0.44 0.00 0.00 0.00 0.00 Avail Cap (c_a), veh/h 747 0 742 376 0000 Upstream Filter (I)1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 14.1 0.0 23.7 30.8 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 1.4 0.0 3.0 55.2 0.0 0.0 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 15.5 0.0 26.7 86.0 0.0 0.0 0.0 0.0 1st-Term Q (Q1), veh/ln 2.4 0.0 2.9 0.0 0.0 0.0 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.2 0.0 0.3 0.1 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 %ile Back of Q (50%), veh/ln 2.6 0.0 3.2 0.1 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%)0.24 0.00 0.12 0.02 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Mvmt 02840600 Lane Assignment T Lanes in Grp 00000100 Grp Vol (v), veh/h 0000029200 Grp Sat Flow (s), veh/h/ln 000001826 0 0 Q Serve Time (g_s), s 0.0 0.0 0.0 0.0 0.0 5.7 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 0.0 0.0 5.7 0.0 0.0 Lane Grp Cap (c), veh/h 0000094900 V/C Ratio (X) 0.00 0.00 0.00 0.00 0.00 0.31 0.00 0.00 Avail Cap (c_a), veh/h 000001829 0 0 Upstream Filter (I) 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 0.0 0.0 8.5 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.2 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 8.7 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.0 0.0 1.9 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 G-11 497 HCM 6th Signalized Intersection Capacity Analysis 2047 No Build PM 1: Reliance Rd & Main St 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 4 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 1.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 0.0 0.0 1.9 0.0 0.0 %ile Storage Ratio (RQ%)0.00 0.00 0.00 0.00 0.00 0.01 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data Assigned Mvmt 0 12 18 14 0 16 0 0 Lane Assignment T+R R Lanes in Grp 01100000 Grp Vol (v), veh/h 0 348 195 00000 Grp Sat Flow (s), veh/h/ln 0 1651 1572 00000 Q Serve Time (g_s), s 0.0 12.2 5.7 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 12.2 5.7 0.0 0.0 0.0 0.0 0.0 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 1572.5 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 9.8 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 0.59 1.00 0.50 0.00 0.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 437 542 00000 V/C Ratio (X)0.00 0.80 0.36 0.00 0.00 0.00 0.00 0.00 Avail Cap (c_a), veh/h 0 960 909 00000 Upstream Filter (I)0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 21.2 15.2 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 3.3 0.4 0.0 0.0 0.0 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 24.5 15.6 0.0 0.0 0.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 4.3 1.7 0.0 0.0 0.0 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.4 0.1 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 1.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 4.7 1.8 0.0 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%)0.00 0.09 0.19 0.00 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 18.4 HCM 6th LOS B G-12 498 HCM 6th TWSC 2047 No Build PM 2: Reliance Rd & Birmingham Drive 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 5 Intersection Int Delay, s/veh 6.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 14 474 375 169 153 22 Future Vol, veh/h 14 474 375 169 153 22 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 100 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 33333 Mvmt Flow 15 515 408 184 166 24 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 592 0 - 0 1045 500 Stage 1 - - - - 500 - Stage 2 - - - - 545 - Critical Hdwy 4.13 - - - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy 2.227 - - - 3.527 3.327 Pot Cap-1 Maneuver 979 - - - 252 569 Stage 1 - - - - 607 - Stage 2 - - - - 579 - Platoon blocked, % - - - Mov Cap-1 Maneuver 979 - - - 247 569 Mov Cap-2 Maneuver - - - - 247 - Stage 1 - - - - 594 - Stage 2 - - - - 579 - Approach EB WB SB HCM Control Delay, s 0.3 0 41 HCM LOS E Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2 Capacity (veh/h)979 - - - 247 569 HCM Lane V/C Ratio 0.016 - - - 0.673 0.042 HCM Control Delay (s) 8.7 0 - - 45.2 11.6 HCM Lane LOS A A - - E B HCM 95th %tile Q(veh) 0 - - - 4.3 0.1 G-13 499 HCM 6th TWSC 2047 No Build PM 3: Carolyn Ave & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 6 Intersection Int Delay, s/veh 1.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 594 20 71 531 11 66 Future Vol, veh/h 594 20 71 531 11 66 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 33333 Mvmt Flow 646 22 77 577 12 72 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 668 0 1388 657 Stage 1 - - - - 657 - Stage 2 - - - - 731 - Critical Hdwy - - 4.13 - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.227 - 3.527 3.327 Pot Cap-1 Maneuver - - 917 - 157 463 Stage 1 - - - - 514 - Stage 2 - - - - 475 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 917 - 138 463 Mov Cap-2 Maneuver - - - - 138 - Stage 1 - - - - 514 - Stage 2 - - - - 416 - Approach EB WB NB HCM Control Delay, s 0 1.1 18.7 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)346 - - 917 - HCM Lane V/C Ratio 0.242 - - 0.084 - HCM Control Delay (s) 18.7 - - 9.3 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 0.9 - - 0.3 - G-14 500 HCM 6th TWSC 2047 No Build PM 4: I-81 SB Ramp & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 7 Intersection Int Delay, s/veh 11.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 446 265 32 365 0000680353 Future Vol, veh/h 0 446 265 32 365 0000680353 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehicles, % 3 33333333333 Mvmt Flow 0 465 276 33 380 0000710368 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 0 741 0 0 1049 1187 380 Stage 1 ------ 446446- Stage 2 ------ 603741- Critical Hdwy - - - 4.13 - -6.43 6.53 6.23 Critical Hdwy Stg 1 ------5.43 5.53 - Critical Hdwy Stg 2 ------5.43 5.53 - Follow-up Hdwy - - - 2.227 - - 3.527 4.027 3.327 Pot Cap-1 Maneuver 0 - - 861 - 0 251 188 665 Stage 1 0 ----0 643572- Stage 2 0 ----0 544421- Platoon blocked, %- -- Mov Cap-1 Maneuver - - - 861 - -239 0 665 Mov Cap-2 Maneuver ------2390- Stage 1 ------ 6430- Stage 2 ------ 5170- Approach EB WB SB HCM Control Delay, s 0 0.8 39.9 HCM LOS E Minor Lane/Major Mvmt EBT EBR WBL WBTSBLn1 Capacity (veh/h)- - 861 - 516 HCM Lane V/C Ratio - - 0.039 - 0.85 HCM Control Delay (s) - - 9.3 0 39.9 HCM Lane LOS - - A A E HCM 95th %tile Q(veh) - - 0.1 - 8.9 G-15 501 HCM 6th TWSC 2047 No Build PM 5: I-81 NB Ramp & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 8 Intersection Int Delay, s/veh 60.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 295 220 0 0 181 90 216 6 47 0 0 0 Future Vol, veh/h 295 220 0 0 181 90 216 6 47 0 0 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97 Heavy Vehicles, % 3 33333333333 Mvmt Flow 304 227 0 0 187 93 223 6 48 0 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 280 0 - - - 0 1069 1115 227 Stage 1 ------835835- Stage 2 ------234280- Critical Hdwy 4.13 -----6.43 6.53 6.23 Critical Hdwy Stg 1 ------5.43 5.53 - Critical Hdwy Stg 2 ------5.43 5.53 - Follow-up Hdwy 2.227 -----3.527 4.027 3.327 Pot Cap-1 Maneuver 1277 - 0 0 - - 244 207 810 Stage 1 - - 0 0 - - 424 381 - Stage 2 - - 0 0 - - 802 677 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1277 -----~ 1780810 Mov Cap-2 Maneuver ------~ 1780- Stage 1 ------3090- Stage 2 ------8020- Approach EB WB NB HCM Control Delay, s 5 0 226.6 HCM LOS F Minor Lane/Major Mvmt NBLn1 EBL EBT WBT WBR Capacity (veh/h)207 1277 - - - HCM Lane V/C Ratio 1.34 0.238 - - - HCM Control Delay (s) 226.6 8.7 0 - - HCM Lane LOS F A A - - HCM 95th %tile Q(veh) 15.5 0.9 - - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon G-16 502 HCM 6th TWSC 2047 No Build PM 6: Buckton Road & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 9 Intersection Int Delay, s/veh 2.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 39 196 27 8 172 3 23 061036 Future Vol, veh/h 39 196 27 8 172 3 23 061036 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 3 33333333333 Mvmt Flow 42 213 29 9 187 3 25 071039 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 190 0 0 242 0 0 538 520 228 522 533 189 Stage 1 ------312312-207207- Stage 2 ------226208-315326- Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 Critical Hdwy Stg 1 ------6.13 5.53 - 6.13 5.53 - Critical Hdwy Stg 2 ------6.13 5.53 - 6.13 5.53 - Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1378 - - 1319 - - 452 459 809 464 451 850 Stage 1 ------696656-793729- Stage 2 ------774728-694647- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1378 - - 1319 - - 417 439 809 445 432 850 Mov Cap-2 Maneuver ------417439-445432- Stage 1 ------672633-765723- Stage 2 ------732722-664624- Approach EB WB NB SB HCM Control Delay, s 1.1 0.3 13.3 9.6 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)463 1378 - - 1319 - - 830 HCM Lane V/C Ratio 0.068 0.031 - - 0.007 - - 0.048 HCM Control Delay (s) 13.3 7.7 0 - 7.7 0 - 9.6 HCM Lane LOS B A A - A A - A HCM 95th %tile Q(veh) 0.2 0.1 - - 0 - - 0.2 G-17 503 HCM 6th AWSC 2047 No Build PM 7: Reliance Rd & Gas Station Driveway 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 10 Intersection Intersection Delay, s/veh 8.5 Intersection LOS A Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 41 162 138 20 19 42 Future Vol, veh/h 41 162 138 20 19 42 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %333333 Mvmt Flow 45 176 150 22 21 46 Number of Lanes 011010 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB EB Conflicting Lanes Right 0 1 1 HCM Control Delay 8.8 8.3 7.9 HCM LOS A A A Lane EBLn1 WBLn1 SBLn1 Vol Left, %20% 0% 31% Vol Thru, %80% 87% 0% Vol Right, % 0% 13% 69% Sign Control Stop Stop Stop Traffic Vol by Lane 203 158 61 LT Vol 41 0 19 Through Vol 162 138 0 RT Vol 0 20 42 Lane Flow Rate 221 172 66 Geometry Grp 1 1 1 Degree of Util (X)0.26 0.203 0.082 Departure Headway (Hd)4.239 4.262 4.457 Convergence, Y/N Yes Yes Yes Cap 834 847 807 Service Time 2.329 2.262 2.466 HCM Lane V/C Ratio 0.265 0.203 0.082 HCM Control Delay 8.8 8.3 7.9 HCM Lane LOS A A A HCM 95th-tile Q 1 0.8 0.3 G-18 504 Queues 2047 Build AM (Alternative A) 1: Reliance Rd & Main St 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 1 Lane Group WBT WBR NBT SBL SBT Lane Group Flow (vph) 150 640 457 200 109 v/c Ratio 0.46 0.63 0.69 0.39 0.09 Control Delay 31.0 5.8 22.6 8.1 5.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 31.0 5.8 22.6 8.1 5.3 Queue Length 50th (ft) 51 17 133 28 14 Queue Length 95th (ft) 128 108 273 62 36 Internal Link Dist (ft) 663 1328 5276 Turn Bay Length (ft) 242 285 Base Capacity (vph) 749 1182 1041 761 1707 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.20 0.54 0.44 0.26 0.06 Intersection Summary G-19 505 HCM 6th Signalized Intersection Summary 2047 Build AM (Alternative A) 1: Reliance Rd & Main St 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 138 0 589 0 239 181 184 100 0 Future Volume (veh/h) 0 0 0 138 0 589 0 239 181 184 100 0 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 0 0 150 0 640 0 260 197 200 109 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %222222222222 Cap, veh/h 0 2 0 617 0 715 0 305 231 341 924 0 Arrive On Green 0.00 0.00 0.00 0.35 0.00 0.35 0.00 0.31 0.31 0.10 0.49 0.00 Sat Flow, veh/h 0 1870 0 1781 0 1585 0 987 748 1781 1870 0 Grp Volume(v), veh/h 0 0 0 150 0 640 0 0 457 200 109 0 Grp Sat Flow(s),veh/h/ln 0 1870 0 1781 0 1585 0 0 1736 1781 1870 0 Q Serve(g_s), s 0.0 0.0 0.0 4.5 0.0 26.0 0.0 0.0 18.5 5.6 2.4 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.0 4.5 0.0 26.0 0.0 0.0 18.5 5.6 2.4 0.0 Prop In Lane 0.00 0.00 1.00 1.00 0.00 0.43 1.00 0.00 Lane Grp Cap(c), veh/h 0 2 0 617 0 715 0 0 537 341 924 0 V/C Ratio(X) 0.00 0.00 0.00 0.24 0.00 0.90 0.00 0.00 0.85 0.59 0.12 0.00 Avail Cap(c_a), veh/h 0 349 0 617 0 715 0 0 832 629 1544 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 17.5 0.0 19.0 0.0 0.0 24.3 17.4 10.2 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.2 0.0 13.9 0.0 0.0 5.2 1.6 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 0.0 1.7 0.0 11.2 0.0 0.0 7.9 2.2 0.9 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 0.0 0.0 17.7 0.0 32.9 0.0 0.0 29.5 19.0 10.3 0.0 LnGrp LOS AAABACAACBBA Approach Vol, veh/h 0 790 457 309 Approach Delay, s/veh 0.0 30.0 29.5 15.9 Approach LOS C C B Timer - Assigned Phs 1 2468 Phs Duration (G+Y+Rc), s 13.9 29.2 0.0 43.1 32.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 20.0 36.0 14.0 62.0 26.0 Max Q Clear Time (g_c+I1), s 7.6 20.5 0.0 4.4 28.0 Green Ext Time (p_c), s 0.4 2.7 0.0 0.7 0.0 Intersection Summary HCM 6th Ctrl Delay 27.1 HCM 6th LOS C G-20 506 HCM 6th TWSC 2047 Build AM (Alternative A) 2: Reliance Rd & Birmingham Drive 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 4 Intersection Int Delay, s/veh 2.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 5 346 710 66 74 11 Future Vol, veh/h 5 346 710 66 74 11 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 100 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 33333 Mvmt Flow 5 376 772 72 80 12 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 844 0 - 0 1194 808 Stage 1 - - - - 808 - Stage 2 - - - - 386 - Critical Hdwy 4.13 - - - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy 2.227 - - - 3.527 3.327 Pot Cap-1 Maneuver 788 - - - 205 379 Stage 1 - - - - 437 - Stage 2 - - - - 685 - Platoon blocked, % - - - Mov Cap-1 Maneuver 788 - - - 203 379 Mov Cap-2 Maneuver - - - - 203 - Stage 1 - - - - 434 - Stage 2 - - - - 685 - Approach EB WB SB HCM Control Delay, s 0.1 0 31.4 HCM LOS D Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2 Capacity (veh/h)788 - - - 203 379 HCM Lane V/C Ratio 0.007 - - - 0.396 0.032 HCM Control Delay (s) 9.6 0 - - 33.9 14.8 HCM Lane LOS A A - - D B HCM 95th %tile Q(veh) 0 - - - 1.8 0.1 G-21 507 HCM 6th TWSC 2047 Build AM (Alternative A) 3: Carolyn Ave & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 5 Intersection Int Delay, s/veh 1.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 411 9 25 768 8 73 Future Vol, veh/h 411 9 25 768 8 73 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 33333 Mvmt Flow 447 10 27 835 9 79 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 457 0 1341 452 Stage 1 - - - - 452 - Stage 2 - - - - 889 - Critical Hdwy - - 4.13 - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.227 - 3.527 3.327 Pot Cap-1 Maneuver - - 1099 - 167 605 Stage 1 - - - - 639 - Stage 2 - - - - 400 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1099 - 159 605 Mov Cap-2 Maneuver - - - - 159 - Stage 1 - - - - 639 - Stage 2 - - - - 382 - Approach EB WB NB HCM Control Delay, s 0 0.3 14.3 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)474 - - 1099 - HCM Lane V/C Ratio 0.186 - - 0.025 - HCM Control Delay (s) 14.3 - - 8.4 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0.7 - - 0.1 - G-22 508 Queues 2047 Build AM (Alternative A) 4: I-81 SB Ramp & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 6 Lane Group EBT WBT SBT Lane Group Flow (vph) 654 592 447 v/c Ratio 0.49 0.45 0.85 Control Delay 7.3 9.9 24.4 Queue Delay 0.0 0.5 0.0 Total Delay 7.3 10.5 24.4 Queue Length 50th (ft) 121 285 52 Queue Length 95th (ft) 287 445 154 Internal Link Dist (ft) 495 514 640 Turn Bay Length (ft) Base Capacity (vph) 1333 1311 651 Starvation Cap Reductn 0 346 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.49 0.61 0.69 Intersection Summary G-23 509 HCM Signalized Intersection Capacity Analysis 2047 Build AM (Alternative A) 4: I-81 SB Ramp & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)0 381 221 32 512 0000382372 Future Volume (vph)0 381 221 32 512 0000382372 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 Frt 0.95 1.00 0.88 Flt Protected 1.00 1.00 1.00 Satd. Flow (prot)1770 1857 1628 Flt Permitted 1.00 0.94 1.00 Satd. Flow (perm)1770 1754 1628 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 414 240 35 557 0000412404 RTOR Reduction (vph) 0 10 000000003120 Lane Group Flow (vph) 0 644 0 0 592 000001350 Turn Type NA pm+pt NA Split NA Protected Phases 2 1 6 4 4 Permitted Phases 6 Actuated Green, G (s)74.8 74.8 13.2 Effective Green, g (s)74.8 74.8 13.2 Actuated g/C Ratio 0.75 0.75 0.13 Clearance Time (s)6.0 6.0 6.0 Vehicle Extension (s)3.0 3.0 3.0 Lane Grp Cap (vph)1323 1311 214 v/s Ratio Prot c0.36 c0.08 v/s Ratio Perm 0.34 v/c Ratio 0.49 0.45 0.63 Uniform Delay, d1 5.0 4.8 41.1 Progression Factor 1.00 1.47 1.00 Incremental Delay, d2 1.3 0.2 5.7 Delay (s)6.3 7.2 46.8 Level of Service A A D Approach Delay (s)6.3 7.2 0.0 46.8 Approach LOS A A A D Intersection Summary HCM 2000 Control Delay 17.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.54 Actuated Cycle Length (s) 100.0 Sum of lost time (s)18.0 Intersection Capacity Utilization 88.4% ICU Level of Service E Analysis Period (min)15 c Critical Lane Group G-24 510 Queues 2047 Build AM (Alternative A) 5: I-81 NB Ramp & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 9 Lane Group EBT WBT NBT Lane Group Flow (vph) 454 313 459 v/c Ratio 0.71 0.30 0.87 Control Delay 18.6 11.1 50.2 Queue Delay 0.0 0.0 0.0 Total Delay 18.6 11.1 50.2 Queue Length 50th (ft) 204 86 267 Queue Length 95th (ft) #384 148 #380 Internal Link Dist (ft) 514 56 446 Turn Bay Length (ft) Base Capacity (vph) 636 1038 601 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.71 0.30 0.76 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. G-25 511 HCM Signalized Intersection Capacity Analysis 2047 Build AM (Alternative A) 5: I-81 NB Ramp & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 286 132 0 0 170 118 377 1 44 0 0 0 Future Volume (vph) 286 132 0 0 170 118 377 1 44 0 0 0 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 Frt 1.00 0.94 0.99 Flt Protected 0.97 1.00 0.96 Satd. Flow (prot)1801 1760 1758 Flt Permitted 0.59 1.00 0.96 Satd. Flow (perm)1094 1760 1758 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 311 143 0 0 185 128 410 1 48 0 0 0 RTOR Reduction (vph)0000150040000 Lane Group Flow (vph) 0 454 0 0 298 0 0 455 0000 Turn Type pm+pt NA NA Split NA Protected Phases 5 2 6 8 8 Permitted Phases 2 Actuated Green, G (s)58.2 58.2 29.8 Effective Green, g (s)58.2 58.2 29.8 Actuated g/C Ratio 0.58 0.58 0.30 Clearance Time (s)6.0 6.0 6.0 Vehicle Extension (s)3.0 3.0 3.0 Lane Grp Cap (vph)636 1024 523 v/s Ratio Prot 0.17 c0.26 v/s Ratio Perm c0.42 v/c Ratio 0.71 0.29 0.87 Uniform Delay, d1 14.9 10.5 33.3 Progression Factor 0.71 1.00 1.00 Incremental Delay, d2 3.3 0.7 14.3 Delay (s)13.9 11.2 47.6 Level of Service B B D Approach Delay (s)13.9 11.2 47.6 0.0 Approach LOS B B D A Intersection Summary HCM 2000 Control Delay 25.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.82 Actuated Cycle Length (s) 100.0 Sum of lost time (s)18.0 Intersection Capacity Utilization 77.5% ICU Level of Service D Analysis Period (min)15 c Critical Lane Group G-26 512 HCM 6th TWSC 2047 Build AM (Alternative A) 6: Buckton Road & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 12 Intersection Int Delay, s/veh 2.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 39 130 8 3 190 0 26 000046 Future Vol, veh/h 39 130 8 3 190 0 26 000046 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 3 33333333333 Mvmt Flow 42 141 9 3 207 0 28 000050 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 207 0 0 150 0 0 468 443 146 443 447 207 Stage 1 ------230230-213213- Stage 2 ------238213-230234- Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 Critical Hdwy Stg 1 ------6.13 5.53 - 6.13 5.53 - Critical Hdwy Stg 2 ------6.13 5.53 - 6.13 5.53 - Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1358 - - 1425 - - 504 508 898 523 505 831 Stage 1 ------771712-787724- Stage 2 ------763724-771709- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1358 - - 1425 - - 461 490 898 509 487 831 Mov Cap-2 Maneuver ------461490-509487- Stage 1 ------745688-760723- Stage 2 ------716723-745685- Approach EB WB NB SB HCM Control Delay, s 1.7 0.1 13.3 9.6 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)461 1358 - - 1425 - - 831 HCM Lane V/C Ratio 0.061 0.031 - - 0.002 - - 0.06 HCM Control Delay (s) 13.3 7.7 0 - 7.5 0 - 9.6 HCM Lane LOS B A A - A A - A HCM 95th %tile Q(veh) 0.2 0.1 - - 0 - - 0.2 G-27 513 HCM 6th AWSC 2047 Build AM (Alternative A) 7: Reliance Rd & Gas Station Driveway 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 13 Intersection Intersection Delay, s/veh 8.1 Intersection LOS A Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 50 84 139 22 14 55 Future Vol, veh/h 50 84 139 22 14 55 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %333333 Mvmt Flow 54 91 151 24 15 60 Number of Lanes 011010 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB EB Conflicting Lanes Right 0 1 1 HCM Control Delay 8.3 8.2 7.6 HCM LOS A A A Lane EBLn1 WBLn1 SBLn1 Vol Left, %37% 0% 20% Vol Thru, %63% 86% 0% Vol Right, % 0% 14% 80% Sign Control Stop Stop Stop Traffic Vol by Lane 134 161 69 LT Vol 50 0 14 Through Vol 84 139 0 RT Vol 0 22 55 Lane Flow Rate 146 175 75 Geometry Grp 1 1 1 Degree of Util (X)0.174 0.2 0.088 Departure Headway (Hd)4.292 4.112 4.218 Convergence, Y/N Yes Yes Yes Cap 826 861 854 Service Time 2.374 2.194 2.218 HCM Lane V/C Ratio 0.177 0.203 0.088 HCM Control Delay 8.3 8.2 7.6 HCM Lane LOS A A A HCM 95th-tile Q 0.6 0.7 0.3 G-28 514 Queues 2047 Build PM (Alternative A) 1: Reliance Rd & Main St 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 1 Lane Group EBT WBT WBR NBT SBL SBT Lane Group Flow (vph) 2 239 195 348 291 292 v/c Ratio 0.01 0.59 0.22 0.69 0.58 0.29 Control Delay 0.0 33.8 3.0 27.6 14.9 10.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 0.0 33.8 3.0 27.6 14.9 10.1 Queue Length 50th (ft) 0 81 0 96 52 51 Queue Length 95th (ft) 0 238 39 278 166 164 Internal Link Dist (ft)67 663 1328 5276 Turn Bay Length (ft)242 285 Base Capacity (vph) 473 714 1069 964 690 1583 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.00 0.33 0.18 0.36 0.42 0.18 Intersection Summary G-29 515 HCM 6th Signalized Intersection Summary 2047 Build PM (Alternative A) 1: Reliance Rd & Main St 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 1 0 1 231 1 189 0 139 199 282 283 0 Future Volume (veh/h) 1 0 1 231 1 189 0 139 199 282 283 0 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1826 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 1 0 1 238 1 195 0 143 205 291 292 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %333333555555 Cap, veh/h 3 0 3 329 1 542 0 180 258 459 948 0 Arrive On Green 0.00 0.00 0.00 0.19 0.19 0.19 0.00 0.26 0.26 0.16 0.52 0.00 Sat Flow, veh/h 832 0 832 1760 7 1572 0 678 972 1739 1826 0 Grp Volume(v), veh/h 2 0 0 239 0 195 0 0 348 291 292 0 Grp Sat Flow(s),veh/h/ln 1664 0 0 1768 0 1572 0 0 1651 1739 1826 0 Q Serve(g_s), s 0.1 0.0 0.0 7.9 0.0 5.8 0.0 0.0 12.2 7.2 5.7 0.0 Cycle Q Clear(g_c), s 0.1 0.0 0.0 7.9 0.0 5.8 0.0 0.0 12.2 7.2 5.7 0.0 Prop In Lane 0.50 0.50 1.00 1.00 0.00 0.59 1.00 0.00 Lane Grp Cap(c), veh/h 6 0 0 330 0 542 0 0 437 459 948 0 V/C Ratio(X) 0.31 0.00 0.00 0.72 0.00 0.36 0.00 0.00 0.80 0.63 0.31 0.00 Avail Cap(c_a), veh/h 376 0 0 741 0 907 0 0 958 746 1825 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 30.8 0.0 0.0 23.7 0.0 15.2 0.0 0.0 21.2 14.1 8.5 0.0 Incr Delay (d2), s/veh 25.9 0.0 0.0 3.0 0.0 0.4 0.0 0.0 3.4 1.5 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.0 0.0 3.2 0.0 1.8 0.0 0.0 4.7 2.6 1.9 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 56.7 0.0 0.0 26.7 0.0 15.6 0.0 0.0 24.6 15.5 8.7 0.0 LnGrp LOS E A A C ABAACBAA Approach Vol, veh/h 2 434 348 583 Approach Delay, s/veh 56.7 21.7 24.6 12.1 Approach LOS E C C B Timer - Assigned Phs 1 2468 Phs Duration (G+Y+Rc), s 15.8 22.4 6.2 38.2 17.6 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 20.0 36.0 14.0 62.0 26.0 Max Q Clear Time (g_c+I1), s 9.2 14.2 2.1 7.7 9.9 Green Ext Time (p_c), s 0.7 2.2 0.0 1.9 1.7 Intersection Summary HCM 6th Ctrl Delay 18.4 HCM 6th LOS B G-30 516 HCM 6th TWSC 2047 Build PM (Alternative A) 2: Reliance Rd & Birmingham Drive 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 4 Intersection Int Delay, s/veh 6.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 14 474 375 169 153 22 Future Vol, veh/h 14 474 375 169 153 22 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 100 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 33333 Mvmt Flow 15 515 408 184 166 24 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 592 0 - 0 1045 500 Stage 1 - - - - 500 - Stage 2 - - - - 545 - Critical Hdwy 4.13 - - - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy 2.227 - - - 3.527 3.327 Pot Cap-1 Maneuver 979 - - - 252 569 Stage 1 - - - - 607 - Stage 2 - - - - 579 - Platoon blocked, % - - - Mov Cap-1 Maneuver 979 - - - 247 569 Mov Cap-2 Maneuver - - - - 247 - Stage 1 - - - - 594 - Stage 2 - - - - 579 - Approach EB WB SB HCM Control Delay, s 0.3 0 41 HCM LOS E Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2 Capacity (veh/h)979 - - - 247 569 HCM Lane V/C Ratio 0.016 - - - 0.673 0.042 HCM Control Delay (s) 8.7 0 - - 45.2 11.6 HCM Lane LOS A A - - E B HCM 95th %tile Q(veh) 0 - - - 4.3 0.1 G-31 517 HCM 6th TWSC 2047 Build PM (Alternative A) 3: Carolyn Ave & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 5 Intersection Int Delay, s/veh 1.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 594 20 71 531 11 66 Future Vol, veh/h 594 20 71 531 11 66 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 33333 Mvmt Flow 646 22 77 577 12 72 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 668 0 1388 657 Stage 1 - - - - 657 - Stage 2 - - - - 731 - Critical Hdwy - - 4.13 - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.227 - 3.527 3.327 Pot Cap-1 Maneuver - - 917 - 157 463 Stage 1 - - - - 514 - Stage 2 - - - - 475 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 917 - 138 463 Mov Cap-2 Maneuver - - - - 138 - Stage 1 - - - - 514 - Stage 2 - - - - 416 - Approach EB WB NB HCM Control Delay, s 0 1.1 18.7 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)346 - - 917 - HCM Lane V/C Ratio 0.242 - - 0.084 - HCM Control Delay (s) 18.7 - - 9.3 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 0.9 - - 0.3 - G-32 518 Queues 2047 Build PM (Alternative A) 4: I-81 SB Ramp & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 6 Lane Group EBT WBT SBT Lane Group Flow (vph) 741 413 439 v/c Ratio 0.60 0.35 0.87 Control Delay 11.6 12.0 32.7 Queue Delay 0.0 0.0 0.0 Total Delay 11.6 12.0 32.7 Queue Length 50th (ft) 206 167 115 Queue Length 95th (ft) 426 313 213 Internal Link Dist (ft) 495 514 640 Turn Bay Length (ft) Base Capacity (vph) 1233 1178 640 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.60 0.35 0.69 Intersection Summary G-33 519 HCM Signalized Intersection Capacity Analysis 2047 Build PM (Alternative A) 4: I-81 SB Ramp & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)0 446 265 32 365 0000680353 Future Volume (vph)0 446 265 32 365 0000680353 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 Frt 0.95 1.00 0.89 Flt Protected 1.00 1.00 0.99 Satd. Flow (prot)1752 1837 1623 Flt Permitted 1.00 0.91 0.99 Satd. Flow (perm)1752 1688 1623 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 0 465 276 33 380 0000710368 RTOR Reduction (vph) 0 11 000000002120 Lane Group Flow (vph) 0 730 0 0 413 000002270 Heavy Vehicles (%)3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% Turn Type NA pm+pt NA Split NA Protected Phases 2 1 6 4 4 Permitted Phases 6 Actuated Green, G (s)69.8 69.8 18.2 Effective Green, g (s)69.8 69.8 18.2 Actuated g/C Ratio 0.70 0.70 0.18 Clearance Time (s)6.0 6.0 6.0 Vehicle Extension (s)3.0 3.0 3.0 Lane Grp Cap (vph)1222 1178 295 v/s Ratio Prot c0.42 c0.14 v/s Ratio Perm 0.24 v/c Ratio 0.60 0.35 0.77 Uniform Delay, d1 7.8 6.0 38.9 Progression Factor 1.00 1.48 1.00 Incremental Delay, d2 2.2 0.2 11.5 Delay (s)10.0 9.1 50.4 Level of Service A A D Approach Delay (s)10.0 9.1 0.0 50.4 Approach LOS A A A D Intersection Summary HCM 2000 Control Delay 20.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.68 Actuated Cycle Length (s) 100.0 Sum of lost time (s)18.0 Intersection Capacity Utilization 81.2% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group G-34 520 Queues 2047 Build PM (Alternative A) 5: I-81 NB Ramp & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 9 Lane Group EBT WBT NBT Lane Group Flow (vph) 531 280 277 v/c Ratio 0.64 0.24 0.75 Control Delay 7.4 7.2 47.9 Queue Delay 0.0 0.0 0.0 Total Delay 7.4 7.2 47.9 Queue Length 50th (ft) 63 56 160 Queue Length 95th (ft) 90 114 228 Internal Link Dist (ft) 514 56 446 Turn Bay Length (ft) Base Capacity (vph) 834 1191 596 Starvation Cap Reductn 7 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.64 0.24 0.46 Intersection Summary G-35 521 HCM Signalized Intersection Capacity Analysis 2047 Build PM (Alternative A) 5: I-81 NB Ramp & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 295 220 0 0 181 90 216 6 47 0 0 0 Future Volume (vph) 295 220 0 0 181 90 216 6 47 0 0 0 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 Frt 1.00 0.96 0.98 Flt Protected 0.97 1.00 0.96 Satd. Flow (prot)1793 1762 1732 Flt Permitted 0.67 1.00 0.96 Satd. Flow (perm)1243 1762 1732 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 304 227 0 0 187 93 223 6 48 0 0 0 RTOR Reduction (vph)000080090000 Lane Group Flow (vph) 0 531 0 0 272 0 0 268 0000 Heavy Vehicles (%)3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% Turn Type pm+pt NA NA Split NA Protected Phases 5 2 6 8 8 Permitted Phases 2 Actuated Green, G (s)67.2 67.2 20.8 Effective Green, g (s)67.2 67.2 20.8 Actuated g/C Ratio 0.67 0.67 0.21 Clearance Time (s)6.0 6.0 6.0 Vehicle Extension (s)3.0 3.0 3.0 Lane Grp Cap (vph)835 1184 360 v/s Ratio Prot 0.15 c0.15 v/s Ratio Perm c0.43 v/c Ratio 0.64 0.23 0.75 Uniform Delay, d1 9.4 6.4 37.1 Progression Factor 0.39 1.00 1.00 Incremental Delay, d2 1.3 0.5 8.1 Delay (s)4.9 6.8 45.3 Level of Service A A D Approach Delay (s)4.9 6.8 45.3 0.0 Approach LOS A A D A Intersection Summary HCM 2000 Control Delay 15.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.71 Actuated Cycle Length (s) 100.0 Sum of lost time (s)18.0 Intersection Capacity Utilization 73.1% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group G-36 522 HCM 6th TWSC 2047 Build PM (Alternative A) 6: Buckton Road & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 12 Intersection Int Delay, s/veh 2.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 39 196 27 8 172 3 23 061036 Future Vol, veh/h 39 196 27 8 172 3 23 061036 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 3 33333333333 Mvmt Flow 42 213 29 9 187 3 25 071039 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 190 0 0 242 0 0 538 520 228 522 533 189 Stage 1 ------312312-207207- Stage 2 ------226208-315326- Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 Critical Hdwy Stg 1 ------6.13 5.53 - 6.13 5.53 - Critical Hdwy Stg 2 ------6.13 5.53 - 6.13 5.53 - Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1378 - - 1319 - - 452 459 809 464 451 850 Stage 1 ------696656-793729- Stage 2 ------774728-694647- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1378 - - 1319 - - 417 439 809 445 432 850 Mov Cap-2 Maneuver ------417439-445432- Stage 1 ------672633-765723- Stage 2 ------732722-664624- Approach EB WB NB SB HCM Control Delay, s 1.1 0.3 13.3 9.6 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)463 1378 - - 1319 - - 830 HCM Lane V/C Ratio 0.068 0.031 - - 0.007 - - 0.048 HCM Control Delay (s) 13.3 7.7 0 - 7.7 0 - 9.6 HCM Lane LOS B A A - A A - A HCM 95th %tile Q(veh) 0.2 0.1 - - 0 - - 0.2 G-37 523 HCM 6th AWSC 2047 Build PM (Alternative A) 7: Reliance Rd & Gas Station Driveway 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 13 Intersection Intersection Delay, s/veh 8.5 Intersection LOS A Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 41 162 138 20 19 42 Future Vol, veh/h 41 162 138 20 19 42 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %333333 Mvmt Flow 45 176 150 22 21 46 Number of Lanes 011010 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB EB Conflicting Lanes Right 0 1 1 HCM Control Delay 8.8 8.3 7.9 HCM LOS A A A Lane EBLn1 WBLn1 SBLn1 Vol Left, %20% 0% 31% Vol Thru, %80% 87% 0% Vol Right, % 0% 13% 69% Sign Control Stop Stop Stop Traffic Vol by Lane 203 158 61 LT Vol 41 0 19 Through Vol 162 138 0 RT Vol 0 20 42 Lane Flow Rate 221 172 66 Geometry Grp 1 1 1 Degree of Util (X)0.26 0.203 0.082 Departure Headway (Hd)4.239 4.262 4.457 Convergence, Y/N Yes Yes Yes Cap 834 847 807 Service Time 2.329 2.262 2.466 HCM Lane V/C Ratio 0.265 0.203 0.082 HCM Control Delay 8.8 8.3 7.9 HCM Lane LOS A A A HCM 95th-tile Q 1 0.8 0.3 G-38 524 Queues 2047 Build AM (Alternative B) 1: Reliance Rd & Main St 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 1 Lane Group WBT WBR NBT SBL SBT Lane Group Flow (vph) 150 640 457 200 109 v/c Ratio 0.46 0.63 0.69 0.39 0.09 Control Delay 31.0 5.8 22.6 8.1 5.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 31.0 5.8 22.6 8.1 5.3 Queue Length 50th (ft) 51 17 133 28 14 Queue Length 95th (ft) 128 108 273 62 36 Internal Link Dist (ft) 663 1328 5276 Turn Bay Length (ft) 242 285 Base Capacity (vph) 749 1182 1041 761 1707 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.20 0.54 0.44 0.26 0.06 Intersection Summary G-39 525 HCM 6th Signalized Intersection Summary 2047 Build AM (Alternative B) 1: Reliance Rd & Main St 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 138 0 589 0 239 181 184 100 0 Future Volume (veh/h) 0 0 0 138 0 589 0 239 181 184 100 0 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 0 0 150 0 640 0 260 197 200 109 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %222222222222 Cap, veh/h 0 2 0 617 0 715 0 305 231 341 924 0 Arrive On Green 0.00 0.00 0.00 0.35 0.00 0.35 0.00 0.31 0.31 0.10 0.49 0.00 Sat Flow, veh/h 0 1870 0 1781 0 1585 0 987 748 1781 1870 0 Grp Volume(v), veh/h 0 0 0 150 0 640 0 0 457 200 109 0 Grp Sat Flow(s),veh/h/ln 0 1870 0 1781 0 1585 0 0 1736 1781 1870 0 Q Serve(g_s), s 0.0 0.0 0.0 4.5 0.0 26.0 0.0 0.0 18.5 5.6 2.4 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.0 4.5 0.0 26.0 0.0 0.0 18.5 5.6 2.4 0.0 Prop In Lane 0.00 0.00 1.00 1.00 0.00 0.43 1.00 0.00 Lane Grp Cap(c), veh/h 0 2 0 617 0 715 0 0 537 341 924 0 V/C Ratio(X) 0.00 0.00 0.00 0.24 0.00 0.90 0.00 0.00 0.85 0.59 0.12 0.00 Avail Cap(c_a), veh/h 0 349 0 617 0 715 0 0 832 629 1544 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 17.5 0.0 19.0 0.0 0.0 24.3 17.4 10.2 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.2 0.0 13.9 0.0 0.0 5.2 1.6 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 0.0 1.7 0.0 11.2 0.0 0.0 7.9 2.2 0.9 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 0.0 0.0 17.7 0.0 32.9 0.0 0.0 29.5 19.0 10.3 0.0 LnGrp LOS AAABACAACBBA Approach Vol, veh/h 0 790 457 309 Approach Delay, s/veh 0.0 30.0 29.5 15.9 Approach LOS C C B Timer - Assigned Phs 1 2468 Phs Duration (G+Y+Rc), s 13.9 29.2 0.0 43.1 32.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 20.0 36.0 14.0 62.0 26.0 Max Q Clear Time (g_c+I1), s 7.6 20.5 0.0 4.4 28.0 Green Ext Time (p_c), s 0.4 2.7 0.0 0.7 0.0 Intersection Summary HCM 6th Ctrl Delay 27.1 HCM 6th LOS C G-40 526 HCM 6th TWSC 2047 Build AM (Alternative B) 2: Reliance Rd & Birmingham Drive 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 4 Intersection Int Delay, s/veh 2.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 5 346 710 66 74 11 Future Vol, veh/h 5 346 710 66 74 11 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 100 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 33333 Mvmt Flow 5 376 772 72 80 12 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 844 0 - 0 1194 808 Stage 1 - - - - 808 - Stage 2 - - - - 386 - Critical Hdwy 4.13 - - - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy 2.227 - - - 3.527 3.327 Pot Cap-1 Maneuver 788 - - - 205 379 Stage 1 - - - - 437 - Stage 2 - - - - 685 - Platoon blocked, % - - - Mov Cap-1 Maneuver 788 - - - 203 379 Mov Cap-2 Maneuver - - - - 203 - Stage 1 - - - - 434 - Stage 2 - - - - 685 - Approach EB WB SB HCM Control Delay, s 0.1 0 31.4 HCM LOS D Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2 Capacity (veh/h)788 - - - 203 379 HCM Lane V/C Ratio 0.007 - - - 0.396 0.032 HCM Control Delay (s) 9.6 0 - - 33.9 14.8 HCM Lane LOS A A - - D B HCM 95th %tile Q(veh) 0 - - - 1.8 0.1 G-41 527 HCM 6th TWSC 2047 Build AM (Alternative B) 3: Carolyn Ave & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 5 Intersection Int Delay, s/veh 1.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 411 9 25 768 8 73 Future Vol, veh/h 411 9 25 768 8 73 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 33333 Mvmt Flow 447 10 27 835 9 79 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 457 0 1341 452 Stage 1 - - - - 452 - Stage 2 - - - - 889 - Critical Hdwy - - 4.13 - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.227 - 3.527 3.327 Pot Cap-1 Maneuver - - 1099 - 167 605 Stage 1 - - - - 639 - Stage 2 - - - - 400 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1099 - 159 605 Mov Cap-2 Maneuver - - - - 159 - Stage 1 - - - - 639 - Stage 2 - - - - 382 - Approach EB WB NB HCM Control Delay, s 0 0.3 14.3 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)474 - - 1099 - HCM Lane V/C Ratio 0.186 - - 0.025 - HCM Control Delay (s) 14.3 - - 8.4 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0.7 - - 0.1 - G-42 528 HCM 6th TWSC 2047 Build AM (Alternative B) 4: I-81 SB Ramp & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 6 Intersection Int Delay, s/veh 8.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 381 221 32 512 0000382372 Future Vol, veh/h 0 381 221 32 512 0000382372 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length -----------200 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 414 240 35 557 0000412404 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 0 654 0 0 1161 1281 557 Stage 1 ------ 627627- Stage 2 ------ 534654- Critical Hdwy - - - 4.12 - -6.42 6.52 6.22 Critical Hdwy Stg 1 ------5.42 5.52 - Critical Hdwy Stg 2 ------5.42 5.52 - Follow-up Hdwy - - - 2.218 - - 3.518 4.018 3.318 Pot Cap-1 Maneuver 0 - - 933 - 0 216 166 530 Stage 1 0 ----0 532476- Stage 2 0 ----0 588463- Platoon blocked, %- -- Mov Cap-1 Maneuver - - - 933 - -204 0 530 Mov Cap-2 Maneuver ------2040- Stage 1 ------ 5320- Stage 2 ------ 5560- Approach EB WB SB HCM Control Delay, s 0 0.5 30.1 HCM LOS D Minor Lane/Major Mvmt EBT EBR WBL WBTSBLn1SBLn2 Capacity (veh/h)- - 933 - 204 530 HCM Lane V/C Ratio - - 0.037 - 0.213 0.763 HCM Control Delay (s) - - 9 0 27.4 30.4 HCM Lane LOS - - A A D D HCM 95th %tile Q(veh) - - 0.1 - 0.8 6.8 G-43 529 Queues 2047 Build AM (Alternative B) 5: I-81 NB Ramp & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 7 Lane Group EBT WBT NBT Lane Group Flow (vph) 454 313 459 v/c Ratio 0.71 0.30 0.87 Control Delay 24.4 11.1 50.2 Queue Delay 0.0 0.0 0.0 Total Delay 24.4 11.1 50.2 Queue Length 50th (ft) 201 86 267 Queue Length 95th (ft) #378 148 #380 Internal Link Dist (ft) 514 56 446 Turn Bay Length (ft) Base Capacity (vph) 636 1038 601 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.71 0.30 0.76 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. G-44 530 HCM Signalized Intersection Capacity Analysis 2047 Build AM (Alternative B) 5: I-81 NB Ramp & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 286 132 0 0 170 118 377 1 44 0 0 0 Future Volume (vph) 286 132 0 0 170 118 377 1 44 0 0 0 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 Frt 1.00 0.94 0.99 Flt Protected 0.97 1.00 0.96 Satd. Flow (prot)1801 1760 1758 Flt Permitted 0.59 1.00 0.96 Satd. Flow (perm)1094 1760 1758 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 311 143 0 0 185 128 410 1 48 0 0 0 RTOR Reduction (vph)0000150040000 Lane Group Flow (vph) 0 454 0 0 298 0 0 455 0000 Turn Type pm+pt NA NA Split NA Protected Phases 5 2 6 8 8 Permitted Phases 2 Actuated Green, G (s)58.2 58.2 29.8 Effective Green, g (s)58.2 58.2 29.8 Actuated g/C Ratio 0.58 0.58 0.30 Clearance Time (s)6.0 6.0 6.0 Vehicle Extension (s)3.0 3.0 3.0 Lane Grp Cap (vph)636 1024 523 v/s Ratio Prot 0.17 c0.26 v/s Ratio Perm c0.42 v/c Ratio 0.71 0.29 0.87 Uniform Delay, d1 14.9 10.5 33.3 Progression Factor 1.00 1.00 1.00 Incremental Delay, d2 3.8 0.7 14.3 Delay (s)18.7 11.2 47.6 Level of Service B B D Approach Delay (s)18.7 11.2 47.6 0.0 Approach LOS B B D A Intersection Summary HCM 2000 Control Delay 27.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.82 Actuated Cycle Length (s) 100.0 Sum of lost time (s)18.0 Intersection Capacity Utilization 77.5% ICU Level of Service D Analysis Period (min)15 c Critical Lane Group G-45 531 HCM 6th TWSC 2047 Build AM (Alternative B) 6: Buckton Road & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 10 Intersection Int Delay, s/veh 2.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 39 130 8 3 190 0 26 000046 Future Vol, veh/h 39 130 8 3 190 0 26 000046 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 3 33333333333 Mvmt Flow 42 141 9 3 207 0 28 000050 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 207 0 0 150 0 0 468 443 146 443 447 207 Stage 1 ------230230-213213- Stage 2 ------238213-230234- Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 Critical Hdwy Stg 1 ------6.13 5.53 - 6.13 5.53 - Critical Hdwy Stg 2 ------6.13 5.53 - 6.13 5.53 - Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1358 - - 1425 - - 504 508 898 523 505 831 Stage 1 ------771712-787724- Stage 2 ------763724-771709- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1358 - - 1425 - - 461 490 898 509 487 831 Mov Cap-2 Maneuver ------461490-509487- Stage 1 ------745688-760723- Stage 2 ------716723-745685- Approach EB WB NB SB HCM Control Delay, s 1.7 0.1 13.3 9.6 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)461 1358 - - 1425 - - 831 HCM Lane V/C Ratio 0.061 0.031 - - 0.002 - - 0.06 HCM Control Delay (s) 13.3 7.7 0 - 7.5 0 - 9.6 HCM Lane LOS B A A - A A - A HCM 95th %tile Q(veh) 0.2 0.1 - - 0 - - 0.2 G-46 532 HCM 6th AWSC 2047 Build AM (Alternative B) 7: Reliance Rd & Gas Station Driveway 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 11 Intersection Intersection Delay, s/veh 8.1 Intersection LOS A Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 50 84 139 22 14 55 Future Vol, veh/h 50 84 139 22 14 55 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %333333 Mvmt Flow 54 91 151 24 15 60 Number of Lanes 011010 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB EB Conflicting Lanes Right 0 1 1 HCM Control Delay 8.3 8.2 7.6 HCM LOS A A A Lane EBLn1 WBLn1 SBLn1 Vol Left, %37% 0% 20% Vol Thru, %63% 86% 0% Vol Right, % 0% 14% 80% Sign Control Stop Stop Stop Traffic Vol by Lane 134 161 69 LT Vol 50 0 14 Through Vol 84 139 0 RT Vol 0 22 55 Lane Flow Rate 146 175 75 Geometry Grp 1 1 1 Degree of Util (X)0.174 0.2 0.088 Departure Headway (Hd)4.292 4.112 4.218 Convergence, Y/N Yes Yes Yes Cap 826 861 854 Service Time 2.374 2.194 2.218 HCM Lane V/C Ratio 0.177 0.203 0.088 HCM Control Delay 8.3 8.2 7.6 HCM Lane LOS A A A HCM 95th-tile Q 0.6 0.7 0.3 G-47 533 Queues 2047 Build PM (Alternative B) 1: Reliance Rd & Main St 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 1 Lane Group EBT WBT WBR NBT SBL SBT Lane Group Flow (vph) 2 239 195 348 291 292 v/c Ratio 0.01 0.59 0.22 0.69 0.58 0.29 Control Delay 0.0 33.8 3.0 27.6 14.9 10.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 0.0 33.8 3.0 27.6 14.9 10.1 Queue Length 50th (ft) 0 81 0 96 52 51 Queue Length 95th (ft) 0 238 39 278 166 164 Internal Link Dist (ft)67 663 1328 5276 Turn Bay Length (ft)242 285 Base Capacity (vph) 473 714 1069 964 690 1583 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.00 0.33 0.18 0.36 0.42 0.18 Intersection Summary G-48 534 HCM Signalized Intersection Capacity Analysis 2047 Build PM (Alternative B) 1: Reliance Rd & Main St 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)1 0 1 231 1 189 0 139 199 282 283 0 Future Volume (vph)1 0 1 231 1 189 0 139 199 282 283 0 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.93 1.00 0.85 0.92 1.00 1.00 Flt Protected 0.98 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot)1678 1757 1568 1666 1719 1810 Flt Permitted 0.98 0.95 1.00 1.00 0.36 1.00 Satd. Flow (perm)1678 1757 1568 1666 654 1810 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 1 0 1 238 1 195 0 143 205 291 292 0 RTOR Reduction (vph)020001180440000 Lane Group Flow (vph)000023977030402912920 Heavy Vehicles (%)3% 3% 3% 3% 3% 3% 5% 5% 5% 5% 5% 5% Turn Type Split NA Split NA pm+ov NA D.P+P NA Protected Phases 4 4 8 8 1 2 1 6 Permitted Phases 8 2 2 Actuated Green, G (s)0.9 16.1 29.1 20.1 33.1 39.1 Effective Green, g (s)0.9 16.1 29.1 20.1 33.1 39.1 Actuated g/C Ratio 0.01 0.22 0.39 0.27 0.45 0.53 Clearance Time (s)6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph)20 381 742 451 478 955 v/s Ratio Prot c0.00 c0.14 0.02 c0.18 c0.11 0.16 v/s Ratio Perm 0.03 0.16 v/c Ratio 0.00 0.63 0.10 0.67 0.61 0.31 Uniform Delay, d1 36.2 26.3 14.2 24.1 14.1 9.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 3.2 0.1 3.9 2.2 0.2 Delay (s)36.2 29.5 14.3 28.0 16.3 10.0 Level of Service D C B C B B Approach Delay (s)36.2 22.7 28.0 13.2 Approach LOS D C C B Intersection Summary HCM 2000 Control Delay 20.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.63 Actuated Cycle Length (s) 74.1 Sum of lost time (s)24.0 G-49 535 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 APPENDIX H HSM Safety Analysis Worksheets 536 AADTMAX =14,700 (veh/day)AADTMAX =3,500 (veh/day)Intersection skew angle (degrees) [If 4ST, does skew differ for minor legs? Else, No.]NoSkew for Leg 1 (All):0Skew for Leg 2 (4ST only):0KABC Fatal and Injury OnlyPDO Property Damage OnlyNOTES: * AADT: It is important to remember that the AADT(major) = AADT(major approach1) + AADT(minor approach2) (refer to p.10‐6 in Part C of the HSM)(3)(4)(6)0.241.0001.00‐‐0.4311.00‐‐0.5691.00General InformationLocation InformationAnalystJohn CavanRoadwayI‐81 SB Ramp (No Build)Agency or CompanyWells + Associates, IncIntersectionat Reliance Road (Route 627)Date Performed02/04/23JurisdictionFrederick County, VAWorksheet 2A -- General Information and Input Data for Rural Two-Lane Two-Way Roadway IntersectionsInput DataSite ConditionsBase ConditionsIntersection type (3ST, 4ST, 4SG)4ST‐‐IntersectionIntersection 1Analysis Year2025Signalized/UnsignalizedUnsignalized0Number of signalized or uncontrolled approaches with a left‐turn lane (0, 1, 2, 3, 4)00Number of signalized or uncontrolled approaches with a right‐turn lane (0, 1, 2, 3, 4)00AADTmajor (veh/day)10,575‐‐AADTminor (veh/day)3,900‐‐Average Annual Crash History (3 or 5‐yr average) Intersection crashesWorksheet 2B ‐‐ Crash Modification Factors for Rural Two‐Lane Two‐Way Roadway IntersectionsIntersection lighting (present/not present)Not PresentNot PresentCalibration Factor, Ci1.001.00(1)(2)(3)(4)(5)CMF for Intersection Skew AngleCMF for Left‐Turn LanesCMF for Right‐Turn LanesCMF for LightingCombined CMFCMF 1iCMF 2iCMF 3iCMF 4iCMF COMBfrom Equations 10‐22 or 10‐23from Table 10‐13from Table 10‐14from Equation 10‐24(1)*(2)*(3)*(4)Worksheet 2C ‐‐ Intersection Crashes for Rural Two‐Lane Two‐Way Roadway Intersections(1)(2)(5)(7)(8)1.001.001.001.001.00Calibration Factor, CiPredicted average crash frequency, N predicted intfrom Equations 10‐8, 10‐9, or 10‐10from Section 10.6.2 from Table 10‐5(2)TOTAL * (4)from (5) of Worksheet 2B(5)*(6)*(7)Crash Severity LevelN spf 3ST, 4ST or 4SGOverdispersion Parameter, kCrash Severity DistributionN spf 3ST, 4ST or 4SG by Severity DistributionCombined CMFsTotal 7.719 7.719 1.00 7.719Fatal and Injury (FI)‐‐3.3271.003.327Property Damage Only (PDO)‐‐4.3921.004.392H-1 537 (2)1.0000.0100.0010.0010.0050.1220.0080.1470.4310.0400.2420.1010.0390.853Predicted average crash frequencyExpected average crash frequency Predicted average crash frequencyExpected average crash frequency Predicted average crash frequencyExpected average crash frequencyNpredicted (KABCO)Nexpected (KABCO)Npredicted (KABC)Nexpected (KABC)Npredicted (O)Nexpected (O)7.7Not applicable Not applicable 3.3 Not applicable Not applicable4.4Not applicable Not applicable(1)(3)(4)(5)(6)(7)Worksheet 2D ‐‐ Crashes by Severity Level and Collision Type for Rural Two‐Lane Two‐Way Road IntersectionsTotal7.7191.0003.3271.0004.392N predicted int (PDO) (crashes/year) from Table 10‐6 (8)TOTAL from Worksheet 2Cfrom Table 10‐6(8)FI from Worksheet 2Cfrom Table 10‐6(8)PDO from Worksheet 2CCollision TypeProportion of Collision Type(TOTAL)N predicted int (TOTAL) (crashes/year) Proportion of Collision Type(FI)N predicted int (FI) (crashes/year) Proportion of Collision Type(PDO)SINGLE‐VEHICLECollision with animal0.0770.0060.0200.0140.061(2)x(3)TOTAL(4)x(5)FI(6)x(7)PDOCollision with pedestrian0.0080.0010.0030.0010.004Collision with bicycle0.0080.0010.0030.0010.004Ran off road0.9420.0940.3130.1440.632Overturned0.0390.0060.0200.0040.018Total single‐vehicle crashes1.1350.1120.3730.1740.764Other single‐vehicle collision0.0620.0040.0130.0100.044Head‐on collision0.3090.0600.2000.0250.110MULTIPLE‐VEHICLEAngle collision3.3270.5321.7700.3541.555Sideswipe collision0.7800.0440.1460.1440.632Rear‐end collision1.8680.2100.6990.2661.168Total multiple‐vehicle crashes6.5840.8882.9540.8263.628Other multiple‐vehicle collision0.3010.0420.1400.0370.163Total1.0007.7Fatal and Injury (FI)0.4313.3Worksheet 2E ‐‐ Summary Results for Rural Two‐Lane Two‐Way Road Intersections(1)(2)(3)Crash severity levelCrash Severity Distribution (proportion)Predicted average crash frequency (crashes / year)(4) from Worksheet 2C(8) from Worksheet 2C(PDO)Potential for Improvement Potential for Improvement Potential for ImprovementSpecial Note: When the project element is not included in the analysis the results will all be zeros. In addition if only the analysis only includes determining the predicted average crash frequency (i.e. EB analysis is not carried out), the results will show zero values where EB results are usually displayed.1 The values in this table are rounded values. For unrounded values, refer to Workdheet 1L.Property Damage Only (PDO)0.5694.4PROJECT ELEMENT RESULTS SUMMARY1Summary for the project elementTotal Crashes/yrFatal and Injury Crashes/yrProperty Damage Only Crashes/yr(KABCO)(KABC)H-2 538 AADTMAX =25,200 (veh/day)AADTMAX =12,500 (veh/day)Intersection skew angle (degrees) [If 4ST, does skew differ for minor legs? Else, No.]NoSkew for Leg 1 (All):0Skew for Leg 2 (4ST only):0KABC Fatal and Injury OnlyPDO Property Damage OnlyNOTES: * AADT: It is important to remember that the AADT(major) = AADT(major approach1) + AADT(minor approach2) (refer to p.10‐6 in Part C of the HSM)(3)(4)(6)0.111.0001.00‐‐0.3401.00‐‐0.6601.00General InformationLocation InformationAnalystJohn CavanRoadwayI‐81 SB Ramp (Alternative A)Agency or CompanyWells + Associates, IncIntersectionat Reliance Road (Route 627)Date Performed02/04/23JurisdictionFrederick County, VAWorksheet 2A -- General Information and Input Data for Rural Two-Lane Two-Way Roadway IntersectionsInput DataSite ConditionsBase ConditionsIntersection type (3ST, 4ST, 4SG)4SG‐‐IntersectionIntersection 2Analysis Year2025Signalized/UnsignalizedSignalized0Number of signalized or uncontrolled approaches with a left‐turn lane (0, 1, 2, 3, 4)00Number of signalized or uncontrolled approaches with a right‐turn lane (0, 1, 2, 3, 4)00AADTmajor (veh/day)10,575‐‐AADTminor (veh/day)3,900‐‐Average Annual Crash History (3 or 5‐yr average) Intersection crashesWorksheet 2B ‐‐ Crash Modification Factors for Rural Two‐Lane Two‐Way Roadway IntersectionsIntersection lighting (present/not present)Not PresentNot PresentCalibration Factor, Ci1.001.00(1)(2)(3)(4)(5)CMF for Intersection Skew AngleCMF for Left‐Turn LanesCMF for Right‐Turn LanesCMF for LightingCombined CMFCMF 1iCMF 2iCMF 3iCMF 4iCMF COMBfrom Equations 10‐22 or 10‐23from Table 10‐13from Table 10‐14from Equation 10‐24(1)*(2)*(3)*(4)Worksheet 2C ‐‐ Intersection Crashes for Rural Two‐Lane Two‐Way Roadway Intersections(1)(2)(5)(7)(8)1.001.001.001.001.00Calibration Factor, CiPredicted average crash frequency, N predicted intfrom Equations 10‐8, 10‐9, or 10‐10from Section 10.6.2 from Table 10‐5(2)TOTAL * (4)from (5) of Worksheet 2B(5)*(6)*(7)Crash Severity LevelN spf 3ST, 4ST or 4SGOverdispersion Parameter, kCrash Severity DistributionN spf 3ST, 4ST or 4SG by Severity DistributionCombined CMFsTotal 8.032 8.032 1.00 8.032Fatal and Injury (FI)‐‐2.7311.002.731Property Damage Only (PDO)‐‐5.3011.005.301H-3 539 (2)1.0000.0020.0010.0010.0030.0640.0050.0760.2740.0540.4260.1180.0520.924Predicted average crash frequencyExpected average crash frequency Predicted average crash frequencyExpected average crash frequency Predicted average crash frequencyExpected average crash frequencyNpredicted (KABCO)Nexpected (KABCO)Npredicted (KABC)Nexpected (KABC)Npredicted (O)Nexpected (O)8.0Not applicable Not applicable 2.7 Not applicable Not applicable5.3Not applicable Not applicable(1)(3)(4)(5)(6)(7)Worksheet 2D ‐‐ Crashes by Severity Level and Collision Type for Rural Two‐Lane Two‐Way Road IntersectionsTotal8.0321.0002.7311.0005.301N predicted int (PDO) (crashes/year) from Table 10‐6 (8)TOTAL from Worksheet 2Cfrom Table 10‐6(8)FI from Worksheet 2Cfrom Table 10‐6(8)PDO from Worksheet 2CCollision TypeProportion of Collision Type(TOTAL)N predicted int (TOTAL) (crashes/year) Proportion of Collision Type(FI)N predicted int (FI) (crashes/year) Proportion of Collision Type(PDO)SINGLE‐VEHICLECollision with animal0.0160.0000.0000.0030.016(2)x(3)TOTAL(4)x(5)FI(6)x(7)PDOCollision with pedestrian0.0080.0010.0030.0010.005Collision with bicycle0.0080.0010.0030.0010.005Ran off road0.5140.0320.0870.0810.429Overturned0.0240.0030.0080.0030.016Total single‐vehicle crashes0.6100.0400.1090.1070.567Other single‐vehicle collision0.0400.0030.0080.0180.095Head‐on collision0.4340.0800.2180.0400.212MULTIPLE‐VEHICLEAngle collision2.2010.3360.9180.2421.283Sideswipe collision0.9480.0510.1390.1530.811Rear‐end collision3.4220.4031.1010.4382.322Total multiple‐vehicle crashes7.4220.9602.6220.8934.734Other multiple‐vehicle collision0.4180.0900.2460.0200.106Total1.0008.0Fatal and Injury (FI)0.3402.7Worksheet 2E ‐‐ Summary Results for Rural Two‐Lane Two‐Way Road Intersections(1)(2)(3)Crash severity levelCrash Severity Distribution (proportion)Predicted average crash frequency (crashes / year)(4) from Worksheet 2C(8) from Worksheet 2C(PDO)Potential for Improvement Potential for Improvement Potential for ImprovementSpecial Note: When the project element is not included in the analysis the results will all be zeros. In addition if only the analysis only includes determining the predicted average crash frequency (i.e. EB analysis is not carried out), the results will show zero values where EB results are usually displayed.1 The values in this table are rounded values. For unrounded values, refer to Workdheet 1L.Property Damage Only (PDO)0.6605.3PROJECT ELEMENT RESULTS SUMMARY1Summary for the project elementTotal Crashes/yrFatal and Injury Crashes/yrProperty Damage Only Crashes/yr(KABCO)(KABC)H-4 540 AADTMAX =14,700 (veh/day)AADTMAX =3,500 (veh/day)Intersection skew angle (degrees) [If 4ST, does skew differ for minor legs? Else, No.]NoSkew for Leg 1 (All):0Skew for Leg 2 (4ST only):0KABC Fatal and Injury OnlyPDO Property Damage OnlyNOTES: * AADT: It is important to remember that the AADT(major) = AADT(major approach1) + AADT(minor approach2) (refer to p.10‐6 in Part C of the HSM)(3)(4)(6)0.241.0000.86‐‐0.4310.86‐‐0.5690.86General InformationLocation InformationAnalystJohn CavanRoadwayI‐81 SB Ramp (Alternative B)Agency or CompanyWells + Associates, IncIntersectionat Reliance Road (Route 627)Date Performed02/04/23JurisdictionFrederick County, VAWorksheet 2A -- General Information and Input Data for Rural Two-Lane Two-Way Roadway IntersectionsInput DataSite ConditionsBase ConditionsIntersection type (3ST, 4ST, 4SG)4ST‐‐IntersectionIntersection 1Analysis Year2025Signalized/UnsignalizedUnsignalized0Number of signalized or uncontrolled approaches with a left‐turn lane (0, 1, 2, 3, 4)00Number of signalized or uncontrolled approaches with a right‐turn lane (0, 1, 2, 3, 4)10AADTmajor (veh/day)10,575‐‐AADTminor (veh/day)3,900‐‐Average Annual Crash History (3 or 5‐yr average) Intersection crashesWorksheet 2B ‐‐ Crash Modification Factors for Rural Two‐Lane Two‐Way Roadway IntersectionsIntersection lighting (present/not present)Not PresentNot PresentCalibration Factor, Ci1.001.00(1)(2)(3)(4)(5)CMF for Intersection Skew AngleCMF for Left‐Turn LanesCMF for Right‐Turn LanesCMF for LightingCombined CMFCMF 1iCMF 2iCMF 3iCMF 4iCMF COMBfrom Equations 10‐22 or 10‐23from Table 10‐13from Table 10‐14from Equation 10‐24(1)*(2)*(3)*(4)Worksheet 2C ‐‐ Intersection Crashes for Rural Two‐Lane Two‐Way Roadway Intersections(1)(2)(5)(7)(8)1.001.000.861.000.86Calibration Factor, CiPredicted average crash frequency, N predicted intfrom Equations 10‐8, 10‐9, or 10‐10from Section 10.6.2 from Table 10‐5(2)TOTAL * (4)from (5) of Worksheet 2B(5)*(6)*(7)Crash Severity LevelN spf 3ST, 4ST or 4SGOverdispersion Parameter, kCrash Severity DistributionN spf 3ST, 4ST or 4SG by Severity DistributionCombined CMFsTotal 7.719 7.719 1.00 6.638Fatal and Injury (FI)‐‐3.3271.002.861Property Damage Only (PDO)‐‐4.3921.003.777H-5 541 (2)1.0000.0100.0010.0010.0050.1220.0080.1470.4310.0400.2420.1010.0390.853Predicted average crash frequencyExpected average crash frequency Predicted average crash frequencyExpected average crash frequency Predicted average crash frequencyExpected average crash frequencyNpredicted (KABCO)Nexpected (KABCO)Npredicted (KABC)Nexpected (KABC)Npredicted (O)Nexpected (O)6.6Not applicable Not applicable 2.9 Not applicable Not applicable3.8Not applicable Not applicable(1)(3)(4)(5)(6)(7)Worksheet 2D ‐‐ Crashes by Severity Level and Collision Type for Rural Two‐Lane Two‐Way Road IntersectionsTotal6.6381.0002.8611.0003.777N predicted int (PDO) (crashes/year) from Table 10‐6 (8)TOTAL from Worksheet 2Cfrom Table 10‐6(8)FI from Worksheet 2Cfrom Table 10‐6(8)PDO from Worksheet 2CCollision TypeProportion of Collision Type(TOTAL)N predicted int (TOTAL) (crashes/year) Proportion of Collision Type(FI)N predicted int (FI) (crashes/year) Proportion of Collision Type(PDO)SINGLE‐VEHICLECollision with animal0.0660.0060.0170.0140.053(2)x(3)TOTAL(4)x(5)FI(6)x(7)PDOCollision with pedestrian0.0070.0010.0030.0010.004Collision with bicycle0.0070.0010.0030.0010.004Ran off road0.8100.0940.2690.1440.544Overturned0.0330.0060.0170.0040.015Total single‐vehicle crashes0.9760.1120.3200.1740.657Other single‐vehicle collision0.0530.0040.0110.0100.038Head‐on collision0.2660.0600.1720.0250.094MULTIPLE‐VEHICLEAngle collision2.8610.5321.5220.3541.337Sideswipe collision0.6700.0440.1260.1440.544Rear‐end collision1.6060.2100.6010.2661.005Total multiple‐vehicle crashes5.6620.8882.5410.8263.120Other multiple‐vehicle collision0.2590.0420.1200.0370.140Total1.0006.6Fatal and Injury (FI)0.4312.9Worksheet 2E ‐‐ Summary Results for Rural Two‐Lane Two‐Way Road Intersections(1)(2)(3)Crash severity levelCrash Severity Distribution (proportion)Predicted average crash frequency (crashes / year)(4) from Worksheet 2C(8) from Worksheet 2C(PDO)Potential for Improvement Potential for Improvement Potential for ImprovementSpecial Note: When the project element is not included in the analysis the results will all be zeros. In addition if only the analysis only includes determining the predicted average crash frequency (i.e. EB analysis is not carried out), the results will show zero values where EB results are usually displayed.1 The values in this table are rounded values. For unrounded values, refer to Workdheet 1L.Property Damage Only (PDO)0.5693.8PROJECT ELEMENT RESULTS SUMMARY1Summary for the project elementTotal Crashes/yrFatal and Injury Crashes/yrProperty Damage Only Crashes/yr(KABCO)(KABC)H-6 542 VDOT Signal Justification Report Template - Version 2.0 - December 2019 Page 1 of 5 VDOT Signal Justification Report (SJR) Staunton District Date: July 12, 2024 I. Study Intersection Major Street Route # and Name: Reliance Road (Route 627) Direction: East/West Minor Street Route # and Name: I-81 Ramps Direction: North/South County or Locality: Frederick County, VA Is the Intersection on the Arterial Preservation Network (APN)?: No Sketch/Diagram/Aerial of the Intersection Geometry: . Describe the origin and nature of the request. If this SJR is based on a recommendation from another study (e.g. Traffic Impact Analysis or Safety Study), then note the name/date of the study and attach the study to this SJR. . This SJR is based on a recommendation from the Hester Trust Property Traffic Impact Study dated July 27, 2022. Key excerpts are included in Appendix C. It is noted that this SJR incorporates both the I-81 NB Ramps/Reliance Road and the I-81 NB Ramps/Reliance Road intersections. Wells + Associates, Inc Tysons, Virginia TRAFFIC ENGINEER 543 VDOT Signal Justification Report Template - Version 2.0 - December 2019 Page 2 of 5 If the origin of this SJR comes from another study, what were the key conclusions from that study that are related to this intersection? The study showed that a traffic signal would be necessary to provide adequate traffic operations at the Reliance Road/I- 81 NB Ramps/I-81 SB Ramps interchange under 2025 total future conditions with the proposed development of the Hester Trust Property site. With the installation of a traffic signal, acceptable levels-of-service would be maintained. An Operational and Safety Analysis Report (OSAR) was submitted under separate cover and approved. II. Signal Warrant Analysis Summary. Intersection Approach Information:. Approach Direction Road Name/Route Number Approach Speed Approach Speed Type Approach Speed Notes1 Number of Through Lanes Annual Average Daily Traffic (AADT) Northbound I-81 NB Ramps 30 MPH Other (Describe in Notes) Advisory Speed Limit of Ramp 1 1,600 Southbound I-81 SB Ramps 30 MPH Other (Describe in Notes) Advisory Speed Limit of Ramp 1 2,900 Eastbound Reliance Road (Route 627) 35 MPH Posted Speed Limit Based on a Speed Limit Resolution dated July 25, 2022. 1 2,100 Westbound Reliance Road (Route 627) 35 MPH Posted Speed Limit Based on a Speed Limit Resolution dated July 25, 2022. 1 2,100 1 If approach speed type is not the posted/statutory speed limit, explain the reason why the posted/statutory speed limit was not used. Summary of Traffic Count Source:. AADT estimates were taken from the 2021 VDOT published traffic data. Signal warrant and capacity analysis based on 13- hour traffic counts collected on Tuesday, May 3, 2022. Summary of MUTCD Signal Warrant Analysis: MUTCD Signal Warrants Warrant Satisfied? Notes / Summary Warrant 1: Eight-Hour Vehicular Volume ☒ Yes ☐ No ☐ N/A Warrants 1A, 1B, 1 C Warrant 1: VDOT ADT Option1 ☐ Yes ☐ No ☒ N/A Warrant 2: Four-Hour Vehicular Volume ☒ Yes ☐ No ☐ N/A Warrant 3: Peak Hour2 ☒ Yes ☐ No ☐ N/A Warrants 3A and 3B Warrant 4: Pedestrian Volume ☐ Yes ☐ No ☒ N/A Warrant 5: School Crossing ☐ Yes ☐ No ☒ N/A Warrant 6: Coordinated Signal System ☐ Yes ☐ No ☒ N/A Warrant 7: Crash Experience3 ☐ Yes ☒ No ☐ N/A Warrant 8: Roadway Network ☐ Yes ☐ No ☒ N/A Warrant 9: Intersection Near a Grade Crossing ☐ Yes ☐ No ☒ N/A 1 The VDOT ADT Estimate Warrant in the VA Supplement to the MUTCD may be used instead of MUTCD Warrants 1 and 2 if the DTE concurs that it is infeasible to project estimated opening-day volumes over 8 or more hours of the day. Refer to Chapter 4C of the Virginia Supplement to the MUTCD for additional information on the use of this option. 2 As per MUTCD Section 4C.04, Warrant 3 shall only be applied in unusual cases, such as facilities that attract or discharge large numbers of vehicles over a short period of time. 3 The Alternative Signal Warrant 7 – Crash Experience documented in FHWA Interim Approval #19 (IA-19) shall be used as per the Virginia Supplement to the MUTCD and the latest edition of IIM-TE-387. The most recent available three years of available crash data shall be used. Are the signal warrant analyses based on current volumes or anticipated future volumes? ☐ Current volumes ☒ Anticipated future volumes/conditions 544 VDOT Signal Justification Report Template - Version 2.0 - December 2019 Page 3 of 5 If the signal warrant is only met under future conditions, provide a summary of trip generation assumptions and anticipated development thresholds that will trigger the signal being justified: . Trip generation and traffic forecast assumptions are consistent with the previously referenced Hester Trust Property Traffic Impact Study dated July 29, 2022. Key excerpts are included in Appendix C Was the 70% volume reduction factor applied to various signal warrant thresholds? ☐ Yes ☒ No If yes, please describe the additional justification based on engineering judgment for use of the 70% volume reduction factor: Was a right-turn volume adjustment used? ☐ Yes ☒ No Please describe the rationale for this determination (whether yes or no above) and how the right turn vehicle volumes were considered in the analysis: The minor street approaches consist of a single shared left-thru-right lane. Because exclusive right turn lanes are not provided, no right-turn volume adjustment was applied. III. VJuST Innovative Intersection Consideration. Summary of Potentially Feasible Innovative Intersections according to VJuST results: . Innovative Intersection Type Feasibility Decision and Reason Roundabout Is this Innovative Intersection type feasible? ☐ Yes ☒ No Explanation: Providing roundabouts at the I-81 Ramp intersections would require wider approach cross-sections to accommodate features such as the splitter islands that would provide a greater deflection angle. This roadway widening would likely require a replacement of the Reliance Road bridge over I-81. In addition, due to the proximity of Buckton Road and other commercial entrances to the existing intersections, vehicle access changes to would be required on Reliance Road in the vicinity of the interchange. Diverging Diamond Is this Innovative Intersection type feasible? ☐ Yes ☒ No Explanation: While a diverging diamond design would maintain the existing overall diamond interchange configuration, a significant redesign of the approaches would be required. Due to the need for a wider cross-section on Reliance Road, the bridge over I-81 would likely need to be replaced. In addition, the location of the I-81 ramps may need to be modified. . IV. Intersection Configuration and Control Recommendations and Signal Justification . Intersection configuration and control recommendations: Intersection configuration and control recommendations are included in the attached document. Signal Justification: A signal justification report is included in the attached document. Based on the results, it is anticipated that a traffic signal is justified at this location. Based on the traffic operations, the signal at the I-81 NB Ramps should be prioritized. 545 VDOT Signal Justification Report Template - Version 2.0 - December 2019 Page 4 of 5 Is an Access Management Exception or Access Management Waiver necessitated by the recommended intersection control method?: ☐ Yes ☒ No If yes, please describe the specific spacing requirement that is not met (e.g., which spacing requirement from the Road Design Manual Appendix F) and brief rationale for recommending this condition: 546 VDOT Signal Justification Report Template - Version 2.0 - December 2019 Appendix A: Signal Warrant Analysis 547 A‐1 INTRODUCTION At the request of the Virginia Department of Transportation (VDOT) and in accordance with the evaluation criteria for a new traffic signal, Wells + Associates (W+A) has prepared a Traffic Signal Justification Report for the grade‐separated interchange of Reliance Road (Route 627) and the I‐ 81 Ramps in Frederick County, Virginia. This SJR analyzes both I‐81 Ramp intersections as part of the warrant analysis. The subject intersections, as shown on Figure 1, are located at I‐81 mile‐ marker 302 and are approximately 2,000 feet east of Valley Pike (U.S. Route 11). This Signal Justification Report is being prepared in conjunction with the rezoning application for the Hester Trust Property. The subject property is planned for 848,000 square foot (S.F.) of general light industrial uses along the east side of Valley Pike (U.S. Route 11) and west of Interstate 81. The site is expected to be constructed in a single development phase with completion planned for 2025. Vehicular access to the site is proposed via two full‐movement driveways on Valley Pike (U.S. Route 11). This SJR was completed based on traffic data collected by W+A, information from the Hester Trust Property Traffic Impact Study, dated July 29, 2022, and guidelines contained in VDOT’s IIM‐ TE‐387.1 as well as the Manual on Uniform Traffic Control Devices (MUTCD), 2009 Edition, revised through 2012. The Traffic Engineering Applications Package (TEAPAC) computer software was used to evaluate the MUTCD warrants, and Synchro 11 was used in order to analyze traffic volumes and levels of service. It is noted that an Operational and Safety Analysis Report (OSAR) was submitted under separate cover and approved. EXISTING 2022 TRAFFIC COUNTS Vehicle turning movement data was collected during a 13‐hour period on Tuesday, May 3, 2022 from 6:00 AM to 7:00 PM. Traffic counts are included in Attachment I. Minimal pedestrian or bicycle traffic was noted during on‐site observations. As part of the previously prepared traffic study, peak hour link volumes on Valley Pike (U.S. Route 11) north of Mustang Lane were compared to year 2017 VDOT data. The recently conducted counts appear to be slightly higher than published VDOT count data. Therefore, no further adjustments were made to baseline traffic volumes to account for the effects of the COVID‐19 pandemic. 548 SITEV A L L E Y P I K E M A I N S T R E E T MUSTANGLANE11INTERSTATE81INTERSTATE81RELIANCE ROADNORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\23.0109 SIGNAL WARRANT GRAPHICS.DWGFigure 1Study LocationHester Trust PropertyFrederick County, VirginiaStudyIntersectionsA-2549 A-3 ROAD NETWORK Interstate 81 is a four-lane divided Interstate highway with a posted speed limit of 70 mph in the vicinity of the Reliance Road interchange. A full-movement interchange is provided at Reliance Road via a diamond configuration with both ramp terminals operating under stop sign control. Reliance Road (Route 627) is classified as a Major Collector that provides east-west access to the area with connections to Interstate 81 via a grade-separated interchange. It generally provides a single travel lane in each direction with stop-controlled intersections at the interchange ramps and Valley Pike (U.S. Route 11). SIGNALIZED INTERSECTION SPACING The subject driveway is located on Reliance Road. The nearest signal to the west is the planned traffic signal at Valley Pike (U.S. Route 11) and the nearest signal to the east is at Winchester Road (U.S. Route 522). The required and provide signal spacing is shown in Table 1 below. Table 1 Signalized Intersection Spacing1 Segment of Reliance Road Required (feet) Measured (feet) Valley Pike (U.S. Route 11)2 to I-81 SB Ramps 660 2,000 Winchester Road (U.S. Route 522) to I-81 SB Ramps 660 30,000 Notes: 1. Distances Measured using Google Earth Pro. 2. Location of Potential Future Traffic Signal Based on Appendix F of the Virginia Department of Transportation’s Road Design Manual, a Major Collector with a design speed between 35 and 45 mph would require traffic signals to be spaced at least 660 feet apart. As shown in Table 1 above, the subject intersections satisfy VDOT’s Access Management spacing guidelines. TRAFFIC FORECASTS The traffic forecasts used in this study were based on the Hester Trust Property Traffic Impact Study, dated July 29, 2022 (Key excerpts are included in Appendix C). Below presents the various forecast layers to arrive at the 2025 Future Conditions with Development that were utilized in assessing the need for a traffic signal. Refer to Attachment II for traffic volume layers information. 550 A-4 Diurnal rate distributions were used to forecast future land uses (pipeline developments and the proposed light industrial uses) during the hours of 6:00 AM to 7:00 PM. These rates were taken from the Institute of Transportation Engineers (ITE), Trip Generation Manual, 11th Edition. As noted previously, traffic forecast details can be found in Attachment II. Existing Conditions 13-hour vehicular counts of through traffic were collected on Tuesday, May 3, 2022 from 6:00 AM to 7:00 PM. As noted earlier, a comparison with previously collected VDOT link data indicated that no further adjustments were required to account for the effects of the COVID-19 pandemic. Existing traffic volumes are shown in Tables II-1 and III-1 of Attachment II. Pipeline Developments Traffic volumes associated with three (3) nearby pipeline developments were assumed in the future traffic forecasts. Trip generation information for pipeline development is shown on Table 1 and detailed pipeline development forecasts are shown on Tables II-2A through II-2E and III-2A through III-2E included in Attachment II. Regional Growth An annual growth rate of 1.0 percent per year was applied to all traffic movements along Reliance Road and the I-81 Ramps to account for growth in regional traffic over time for 2025 conditions. Detailed growth estimates are included in Tables II-3 and III-3 of Attachment II. Future Traffic Forecasts Without Development (2025) Traffic forecasts without the proposed Hester Trust Property development were developed for the horizon year of 2025. These forecasts were based on the existing baseline traffic counts, regional growth estimates, and pipeline trip assignments. Detailed traffic volumes forecasts are shown on Tables II-4 and III-4 of Attachment II. Site Generated Traffic The number of AM and PM peak hour trips expected to be generated by the proposed development program were estimated based on the ITE Trip Generation Manual, 11th Edition trip rates and equations. ITE Land Use Code 110 (General Light Industrial) was used to prepare the analysis. As shown in Table 2 of Attachment II, the proposed development program (848,000 S.F.) is estimated to generate 580 AM peak hour trips (510 in and 70 out), 188 PM peak hour trips (26 in 551 A-5 and 162 out), and 3,239 average daily (24-hour) trips. Trucks would account for eight (8) AM peak hour, eight (8) PM peak hour, and 212 daily trips. Directional Distribution. Consistent with the traffic study the estimated new daily trips were distributed onto the surrounding road network based on the following distributions: Passenger Vehicles Trucks To/From the North on I-81: 25% 40% To/From the South on I-81: 40% 60% To/From the North on Valley Pike (U.S. Route 11): 15% 0% To/From the South on Valley Pike (U.S. Route 11): 15% 0% To/From the East on Reliance Road: 5% 0% Total: 100% 100% 13-Hour Forecasts. Using the trip generation estimates along with the above-described distributions and the diurnal rates, 13-hour site trip forecasts were developed for the site generated traffic. Details of these forecasts can be found in Tables II-5A and II-5B and III-5A and III-5B of Attachment II. Total Future Traffic Forecasts with Development (2025) Combining the existing traffic volumes, regional growth, pipeline developments, and new site generated trips, 13-hour traffic forecasts were derived for the hours of 6:00 AM to 7:00 PM for future conditions with development in 2025. A summary of the 13-hour Total Future traffic volumes is included in Tables II-6 and III-6 of Attachment II. TRAFFIC SIGNAL WARRANT ANALYSIS Criteria. This traffic signal warrant study has been conducted in accordance with the MUTCD, 2009 Edition. The purpose of the study is to determine if the subject intersection warrants the installation of a traffic signal under future 2025 conditions. 552 A-6 The MUTCD lists nine (9) warrants that could indicate the need for, and appropriateness of, a new traffic signal and are also summarized in Attachment III. Each of the warrants considered are listed below. Warrant 1 – Eight-Hour Vehicular Volume Condition A – Minimum Vehicular Volume Condition B – Interruption of Continuous Traffic Condition C – Combination of Warrants Warrant 2 – Four-Hour Vehicular Volume Warrant 3 – Peak Hour Condition A – Peak Hour Delay Condition B – Peak Hour Volume Warrant 4 – Pedestrian Volume Condition A – Peak Hour Volume Condition B – Four-Hour Volume Warrant 5 – School Crossing Warrant 6 – Coordinated Signal System Warrant 7 – Crash Experience Warrant 8 – Roadway Network Warrant 9 – Intersection Near a Grade Crossing The following warrants were not applicable to the analysis: Warrant 4 – The Pedestrian Volume Warrant (Warrant 4) was not analyzed for the study intersection based on the field observations of negligible pedestrian volumes during all of the study hours. Warrant 5 – School Crossing – This warrant applies only to locations where there is an established school crossing. No known established school crossing exists at this intersection. Warrant 6 – Coordinated Signal System – This warrant applies only when progressive movement in a coordinated signal system is needed to control platooning. The subject location is not part of a coordinated corridor. Warrant 8 – Roadway Network – This warrant applies only to the intersection of two major roadways. Warrant 9 – Intersection near a Grade Crossing - This warrant is intended for use at a location where none of other eight warrants are met and at-grade (railroad, light-rail, etc.) is a concern and creates a conflict. 553 A-7 One or more of the nine (9) warrants should be satisfied before a new signal is considered for installation; however, satisfaction of a warrant does not in itself justify the need for a new signal. A new signal should improve the overall safety and/or operation of the intersection. For purposes of this analysis, Warrants 1, 2, 3 and 7 are applicable based on available data. Warrants 4, 5, 6, 8 and 9 are not applicable at the subject intersections. It is noted that a Speed Limit Resolution was approved on July 25, 2022, setting the speed limit of Reliance Road at the I-81 interchange to 35 mph. Therefore the 70% factor was not applied the warrant thresholds. Unsignalized Peak Hour Level of Service Evaluation. Since delay is a required input for TEAPAC, 2022 existing and 2025 future peak hour levels of service (LOS) were estimated at the study intersections based on the forecasted vehicular traffic counts and the existing lane usage shown on Figure 2-4 of Appendix C and the Highway Capacity Manual (HCM) 6th Edition unsignalized intersection capacity analysis methodology using Synchro 11. The results are presented in Attachment IV and are summarized in Table 2. Table 2 Levels of Services (LOS) Summary – Unsignalized Conditions Lane 2022 Existing 2025 Background Without Development 2025 Total Future with Development Group AM PM AM PM AM PM 1. I-81 NB Ramps/Reliance Road – Stop-Control NBLTR C [23.8] C [16.5] F [109.5] F [284.2] F [802.7] F [475.2] EBLT A [8.1] A [7.9] A [9.2] A [9.1] A [9.4] A [9.4] 2. I-81 SB Ramps/Reliance Road – Stop-Control WBLT A [8.2] A [8.1] A [9.1] A [9.2] A [9.3] A [9.7] SBLTR B [11.6] B [12.9] D [28.4] F [76.4] F [180.3] F [108.3] Note: Capacity analysis based on Highway Capacity Manual 6th Edition Methodology, using Synchro 11. As shown in Table 2, The northbound approach of the I-81 NB Ramp/Reliance Road intersection would operate beyond capacity (LOS “F”) during the AM and PM peak hours under both background and future conditions. The southbound approach of the I-81 SB Ramp/Reliance Road intersection would operate beyond capacity (LOS “F”) during the PM peak period under background conditions and during both the AM and PM peak hours with the proposed development. Right Turns. At both intersections, the minor street approaches currently consist of a single shared left-thru-right lane. Because exclusive right turn lanes are not provided, no right-turn volume adjustment was applied. 554 A-8 Crash Data. Crash data from January 1, 2019 through December 31, 2021 was obtained from the VDOT database for the I-81 NB Ramps/Reliance Road and the I-81 SB Ramps/Reliance Road intersections. The crash data is included in Attachment V and summarized below: I-81 NB Ramps/Reliance Road Intersection. Four crashes occurred at this intersection within a recent three-year period. One of these crashes were of an angle type and deemed “correctable” by a traffic signal and no crashes involved pedestrians. No fatalities were reported, and the angle crash did not involve injuries. A maximum of one angle crash occurred within a 12-month period but did not involve injuries. I-81 SB Ramps/Reliance Road Intersection. Three crashes occurred at this intersection within a recent three-year period. All three of these crashes were of an angle type and deemed “correctable” by a traffic signal and no crashes involved pedestrians. No fatalities were reported, and one angle crash involved injuries. A maximum of three angle crashes occurred within a 12- month period, one of which involve injuries. Per VDOT’s IIM-TE-387.1, Warrant 7 (Crash Experience) was assessed based on the Alternative Signal Warrant 7 – Crash Experience documented in FHWA Interim Approval #19 (IA-19). Based on FHWA guidelines, a rural four-leg intersection with single through lane approaches would warrant signalization if it meets at least one of the following criteria: Four (4) Angle or Pedestrian crashes in a 12-month period Three (3) Angle or Pedestrian crashes involving injuries in a 12-month period Six (6) Angle or Pedestrian crashes in a three-year period Four (4) Angle or Pedestrian crashes involving injuries in a three-year period Based on the crash data described above, neither intersection would meet the Alternative Crash Experience Warrant. MUTCD Warrant Analysis An evaluation of the MUTCD guidelines was prepared based on the 13-hour traffic count data, roadway geometry, and approach delay. For purposes of the TEAPAC analysis, Reliance Road was used as the major street at the subject intersection. The results of the TEAPAC analysis are presented in Attachment VI and are summarized in Table 3. 555 A-9 I-81 NB Ramps/Reliance Road: As shown in Table 3, the following MUTCD warrants would be met at the I-81 NB Ramps/Reliance Road intersection under 2025 total future conditions with full buildout of the development: • Warrant 1A: 8-Hour Minimum Vehicular Volume • Warrant 2: 4-Hour Vehicular Volume • Warrant 3A: Peak Hour Delay • Warrant 3B: Peak Hour Volume I-81 SB Ramps/Reliance Road: As shown in Table 3, the following MUTCD warrants would be met at the I-81 SB Ramps/Reliance Road intersection under 2025 total future conditions with full buildout of the development: • Warrant 1A: 8-Hour Minimum Vehicular Volume • Warrant 1B: 8-Hour Interruption of Continuous Traffic • Warrant 1C: 8-Hour Combination of Warrants • Warrant 2: 4-Hour Vehicular Volume • Warrant 3A: Peak Hour Delay • Warrant 3B: Peak Hour Volume Traffic Signal Justification VDOT memorandum IIM-TE-387.1 provides the requirements for the justification of a new traffic signal. In order to prioritize mobility and safety on a corridor level, a new traffic signal must be determined to be both warranted and necessary to preserve traffic operations. Reliance Road is not designated as part of the Arterial Preservation Network in Development through Frederick County. However, other alternative traffic controls were assessed. 556 A-10 Table 3 I-81 Ramps/Reliance Road Signal Warrant Study Traffic Signal Warrant Summary 1 Warrant Warrant Requirements Number Title 1-A 8 - Hour Minimum Vehicular Volume 8 hours 12 hours Met 13 hours Met 1-B 8 - Hour Interruption of Continuous Traffic 8 hours 4 hours Not Met 12 hours Met 1-C 8 - Hour Combination of Warrants Warrant 1-A (80%)8 hours 13 hours Met 13 hours Met Warrant 1-B (80%)8 hours 10 hours Met 13 hours Met Overall 1-C Warrant 8 hours (Both A +B)Met Met 2 4 - Hour Vehicular Volume 4 hours 11 hours Met 13 hours Met 3-A Peak Hour Delay ≥ 4 vehicle-hours of delay >20 vehicle-hrs >12 vehicle-hrs Overall 3-A Warrant Met Met 3-B Peak Hour Volume 1 hour 4 hour Met 10 hours Met 4-A Pedestrian 4-Hour Volume2 4 hours N/A N/A N/A N/A 4-B Pedestrian Peak Hour Volume2 1 hour N/A N/A N/A N/A 5 School Crossing 2 Min. 20 students/hour N/A N/A N/A N/A 6 Coordinated Signal System 2 Maintain Proper Platooning N/A N/A N/A N/A 7 Crash Experience ≥ 4 correctable accidents 1 crash Not Met 3 crashes Not Met for one 12 month period 8 Roadway Network 2 ≥ 1000 vehs on Sat./Sun. N/A N/A N/A N/A 9 Intersection Near a Grade Crossing 2, 3 N/A N/A N/A N/A Notes: 1. Warrant summary based on TEAPAC (version 8.60.02) - 2009 MUTCD Warrant Analysis 3. This warrant is intended for use at a location where none of the conditions described in the other eight (8) warrants are met, but the intersection’s proximity to a grade crossing is the principal reason to consider a traffic signal. 2. N/A: Not Applicable or does not apply Analysis Results Warrant Results 2025 Total Future Conditions Warrant Results Analysis Results I-81 NB Ramps/ Reliance Road I-81 SB Ramps/ Reliance Road 557 A-11 Signalized Peak Hour Level of Service Evaluation. Total future delays were estimated for an optimized signalized condition based on the Highway Capacity Manual (HCM) 2000 Edition methodology using Synchro 11. The results are presented in Attachment IV and are summarized in Table 4. As shown in Table 4, under future signalized conditions, each approach of the subject intersections and all lane groups are expected to operate at overall LOS “D” or better during the both the AM and PM peak hours under both background and total future conditions with development. Table 4 Levels of Services (LOS) Summary – Signalized Conditions Lane 2025 Background Without Development 2025 Total Future with Development Group AM PM AM PM 1. I-81 NB Ramps/Reliance Road – Signalized EBLT B (13.8) C (32.3) D (44.4) D (39.4) WBTR A (7.0) A (7.5) B (13.1) A (7.7) NBLTR D (39.1) D (48.0) D (52.3) D (49.3) Overall B (16.6) C (27.7) D (36.8) C (31.7) 2. I-81 SB Ramps/Reliance Road – Signalized EBTR A (8.9) B (13.0) B (14.6) B (16.9) WBLT A (7.6) A (3.2) C (21.5) A (8.7) SBLTR D (36.6) D (42.8) D (46.3) D (43.6) Overall B (15.1) B (18.1) C (25.3) C (21.3) Note: Capacity analysis based on Highway Capacity Manual 6th Edition Methodology, using Synchro 11 Roundabout. The Virginia Supplement to the 2009 MUTCD indicates that roundabouts are to be considered when constructing or reconstructing a signalized or an un-signalized intersection. Roundabouts are the preferred alternative if a study shows that they are feasible. Providing roundabouts at the I-81 Ramp intersections would require wider approach cross-sections to accommodate features such as the splitter islands that would provide a greater deflection angle. This roadway widening would likely require a replacement of the Reliance Road bridge over I-81. In addition, due to the proximity of Buckton Road and other commercial entrances to the existing intersections, vehicle access changes to would be required on Reliance Road in the vicinity of the interchange. An exhibit is attached showing the impact of constructing roundabouts at this location. 558 A-12 Diverging Diamond (Innovative Interchange Design). The VDOT Junction Screening Tool provides a number of alternative interchange designs. While an alternative such as the diverging diamond design would maintain the existing overall diamond interchange configuration, a significant redesign of the approaches would be required. Due to the need for a wider cross-section on Reliance Road, the bridge over I-81 would likely need to be replaced. In addition, the location of the I-81 ramps may need to be modified. The VJuST information is contained in Appendix B. CONCLUSION/RECOMMENDATION Based on the 13-hour traffic data and the MUTCD traffic signal warrant analyses contained herein a traffic signal is warranted at the Reliance Road/I-81 NB Ramps interchange with buildout of the proposed development. Specifically, the following four (4) warrants would be met at the I-81 NB Ramps/Reliance Road intersection for 2025 conditions: •Warrant 1A: 8-Hour Minimum Vehicular Volume •Warrant 2: 4-Hour Vehicular Volume •Warrant 3A: Peak Hour Delay •Warrant 3B: Peak Hour Volume The following six (6) warrants would be met at the I-81 SB Ramps/Reliance Road intersection for 2031 conditions: •Warrant 1A: 8-Hour Minimum Vehicular Volume •Warrant 1B: 8-Hour Interruption of Continuous Traffic •Warrant 1C: 8-Hour Combination of Warrants •Warrant 2: 4-Hour Vehicular Volume •Warrant 3A: Peak Hour Delay •Warrant 3B: Peak Hour Volume It is recommended that in order to accommodate the estimated traffic demand at the subject interchange, a traffic signal should be designed and installed at both locations. As shown above, traffic signal warrants would be met at both intersections. Based on the traffic operations, the signal at the I-81 NB Ramps should be prioritized. Further, providing signalized control would maintain acceptable levels of service at both locations. O:\Projects\8501-9000\8555 Hester Property\Documents\SJR\Reliance Road & I-81 Ramps SJR Traffic Signal Warrant Analysis (Submission 7.12.2024).docx 559 VDOT Signal Justification Report Template - Version 2.0 - December 2019 Appendix A: Signal Warrant Analysis 560 Attachment I Traffic Count Data 561 National Data & Surveying ServicesIntersection Turning Movement Count Location:I-81 NB Ramps & Reliance Rd City:Middletown Project ID: Control:1-Way Stop(NB)Date: NS/EW Streets: 0100000001000100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 6:00 AM 701000002418000119070 6:15 AM 1412000003619000910091 6:30 AM 14020000040250001390103 6:45 AM 21040000034240001560104 7:00 AM 251300000481500017170126 7:15 AM 320400000531200024190144 7:30 AM 430500000592100020260174 7:45 AM 320400000362100027120132 8:00 AM 161900000262200018140106 8:15 AM 250200000331800014180110 8:30 AM 201200000382000022110114 8:45 AM 25040000027210001012099 9:00 AM 14130000019160001612081 9:15 AM 804000001916000149070 9:30 AM 291000000173400028100119 9:45 AM 1803000001824000216090 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :3436520000052732600027920001733 APPROACH %'s :85.54% 1.50% 12.97% 0.00%61.78% 38.22% 0.00% 0.00% 0.00% 58.25% 41.75% 0.00% PEAK HR :07:00 AM 37 TOTAL PEAK HR VOL :132116000001966900088740576 PEAK HR FACTOR :0.767 0.250 0.800 0.000 0.000 0.000 0.000 0.000 0.831 0.821 0.000 0.000 0.000 0.815 0.712 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0100000001000100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 10:00 AM 121500000201900089074 10:15 AM 1408000002425000124087 10:30 AM 11130000019200001814086 10:45 AM 1606000003223000166099 11:00 AM 902000002228000219091 11:15 AM 12070000022270002940101 11:30 AM 1613000002619000169090 11:45 AM 1414000001932000186094 12:00 PM 15030000034250002140102 12:15 PM 22040000031210002170106 12:30 PM 15070000028290002570111 12:45 PM 1905000001821000227092 1:00 PM 200500000223100029120119 1:15 PM 414000002824000277095 1:30 PM 16030000031250002090104 1:45 PM 180600000282000023100105 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :2335750000040438900032612401556 APPROACH %'s :74.44% 1.60% 23.96% 0.00%50.95% 49.05% 0.00% 0.00% 0.00% 72.44% 27.56% 0.00% PEAK HR :12:15 PM 12:00 AM TOTAL PEAK HR VOL :76021000009910200097330428 PEAK HR FACTOR :0.864 0.000 0.750 0.000 0.000 0.000 0.000 0.000 0.798 0.823 0.000 0.000 0.000 0.836 0.688 0.000 0100000001000100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 2:00 PM 1703000002224000208094 2:15 PM 2307000001817000175087 2:30 PM 172300000233100025120113 2:45 PM 151800000343100021110121 3:00 PM 250100000343300022190134 3:15 PM 270400000352700029110133 3:30 PM 211500000544100022120156 3:45 PM 221500000504800024110161 4:00 PM 2511200000433200023190155 4:15 PM 230600000444300034130163 4:30 PM 292900000304100033140158 4:45 PM 201600000363500035140147 5:00 PM 241600000393400033140151 5:15 PM 311400000384100026170158 5:30 PM 2201000000373900019110138 5:45 PM 160300000321800025100104 6:00 PM 18050000024190002770100 6:15 PM 13030000030230001812099 6:30 PM 23160000018210002660101 6:45 PM 13010000020300001716097 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :424121070000066162800049624202570 APPROACH %'s :78.08% 2.21% 19.71% 0.00%51.28% 48.72% 0.00% 0.00% 0.00% 67.21% 32.79% 0.00% PEAK HR :04:30 PM 12:00 AM TOTAL PEAK HR VOL :10452500000143151000127590614 PEAK HR FACTOR :0.839 0.625 0.694 0.000 0.000 0.000 0.000 0.000 0.917 0.921 0.000 0.000 0.000 0.907 0.868 0.000 04:30 PM - 05:30 PM 0.9720.838 0.930 0.949 PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 12:15 PM - 01:15 PM 0.8990.933 0.882 0.793 NOON NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 07:00 AM - 08:00 AM 0.8280.776 0.828 0.880 AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 22-260042-001 5/3/2022 Data - Total I-81 NB Ramps I-81 NB Ramps Reliance Rd Reliance Rd I-1 562 National Data & Surveying ServicesIntersection Turning Movement Count Location:I-81 SB Ramps & Reliance Rd City:Middletown Project ID: Control:1-Way Stop(SB)Date: NS/EW Streets: 0000010001000100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 6:00 AM 0000701800351301170091 6:15 AM 00008029004829032000137 6:30 AM 0 0 0 0100340 054200 2240 0144 6:45 AM 0 0 0 0121440 046260 3340 0166 7:00 AM 00006127005733043800166 7:15 AM 00006055006132054900208 7:30 AM 00002137007728046100210 7:45 AM 00009054004729055200196 8:00 AM 00007047004124013500155 8:15 AM 00002141004926033600158 8:30 AM 00006128005218023900146 8:45 AM 0 0 0 0100330 038240 1350 0141 9:00 AM 00004028003119012800111 9:15 AM 0000702000291501220094 9:30 AM 00008127004214035400149 9:45 AM 0 0 0 0110440 032180 2350 0142 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :0 0 0 0 115 6 566 0 0 739 368 0 41 579 0 0 2414 APPROACH %'s :16.74% 0.87% 82.39% 0.00% 0.00% 66.76% 33.24% 0.00% 6.61% 93.39% 0.00% 0.00% PEAK HR :07:00 AM 37 TOTAL PEAK HR VOL :00002321730024212201820000780 PEAK HR FACTOR :0.000 0.000 0.000 0.000 0.639 0.500 0.786 0.000 0.000 0.786 0.924 0.000 0.900 0.820 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0000010001000100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 10:00 AM 00003126003519032100108 10:15 AM 0 0 0 0130190 036150 6200 0109 10:30 AM 0 0 0 0110180 030150 2260 0102 10:45 AM 00003020005116003100121 11:00 AM 00004024004622052700128 11:15 AM 0 0 0 0100280 039300 5360 0148 11:30 AM 00007036003917013100131 11:45 AM 0 0 0 0100330 040120 4280 0127 12:00 PM 0 0 0 0100220 049210 5310 0138 12:15 PM 00003027004818014100138 12:30 PM 00006030005214023800142 12:45 PM 00004231003412043800125 1:00 PM 00009020004416074100137 1:15 PM 00005028004811042800124 1:30 PM 00003121005212033200124 1:45 PM 00006032004224043800146 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :0 0 0 0 107 4 415 0 0 685 274 0 56 507 0 0 2048 APPROACH %'s :20.34% 0.76% 78.90% 0.00% 0.00% 71.43% 28.57% 0.00% 9.95% 90.05% 0.00% 0.00% PEAK HR :11:45 AM 12:00 AM TOTAL PEAK HR VOL :0000290112001896501213800545 PEAK HR FACTOR :0.000 0.000 0.000 0.000 0.725 0.000 0.848 0.000 0.000 0.909 0.774 0.000 0.600 0.841 0.000 0.000 0000010001000100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 2:00 PM 00008020003925053200129 2:15 PM 00004024003011043400107 2:30 PM 0 0 0 0141340 041220 3410 0156 2:45 PM 00007035005723003600158 3:00 PM 00009138005918014600172 3:15 PM 0 0 0 0120360 049150 3510 0166 3:30 PM 00008040008825034200206 3:45 PM 0 0 0 0110380 086250 1440 0205 4:00 PM 00007032006819004800174 4:15 PM 0 0 0 0170450 071190 4540 0210 4:30 PM 0 0 0 0120490 058240 5550 0203 4:45 PM 00009051006324065100204 5:00 PM 0 0 0 0140450 060280 4520 0203 5:15 PM 0 0 0 0150500 063290 4540 0215 5:30 PM 0 0 0 0151450 060200 2370 0180 5:45 PM 00001003400406033900132 6:00 PM 0 0 0 0100400 033140 2440 0143 6:15 PM 0 0 0 0110350 043140 1300 0134 6:30 PM 00009230003012024700132 6:45 PM 0000802100429032700110 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :0 0 0 0 210 5 742 0 0 1080 382 0 56 864 0 0 3339 APPROACH %'s :21.94% 0.52% 77.53% 0.00% 0.00% 73.87% 26.13% 0.00% 6.09% 93.91% 0.00% 0.00% PEAK HR :04:30 PM 12:00 AM TOTAL PEAK HR VOL :00005001950024410501921200825 PEAK HR FACTOR :0.000 0.000 0.000 0.000 0.833 0.000 0.956 0.000 0.000 0.968 0.905 0.000 0.792 0.964 0.000 0.000 04:30 PM - 05:30 PM 0.9590.942 0.948 0.963 PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 11:45 AM - 12:45 PM 0.9600.820 0.907 0.893 NOON NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 07:00 AM - 08:00 AM 0.9290.786 0.867 0.838 AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 22-260042-002 5/3/2022 Data - Total I-81 SB Ramps I-81 SB Ramps Reliance Rd Reliance Rd I-2 563 Attachment II Traffic Forecasts 564 Table 1Hester Trust PropertyPipeline Development Trip Generation Analysis1ITEAverageLand Use Code Size Units In Out Total In Out Total Daily TripsVillage at MiddletownSingle‐Family Residential 210 86 DU 17 48 65 54 32 86 878 Multi‐Family Residential 220 22 DU2 7 9 8 4 12 148 Stand‐Alone Commercial 820 58,600 SF63 38 101 149 155 304 3,957 Total 82 93 175 211 191 402 4,983 Single Family HousingSingle Family Housing 210 92 DU18 51 69 58 34 92 935 Gas Station/Convenience Store (4‐5.5k)Gas Station/Convenience Store (4‐5.5k) 945 16 Fueling 217 216 433 182 182 364 4,114 Pass‐By Trips (60% AM, 56% PM)Positions130 130 260 102 102 204 2,386 New Gas Station Trips87 86 173 80 80 160 1,728 Truck StopFuelingTruck Stop 950 10 Positions 69 71 140 82 72 154 2,240 Total Pipeline Trips 256 301 557 431 377 808 9,886 Notes:1. Trip Generation obtained from ITE's Trip Generation Manual, 11th Edition.AM Peak HourPM Peak HourII-1565 Table 2Hester Trust PropertySite Trip Generation Analysis 1ITE WeekdayAverage Land UseCode Size Units In Out Total In Out Total Daily TripsProposed DevelopmentGeneral Light Industrial 110 848,000 S.F. 510 70 580 26 162 188 3,239 Truck Trip Generation 5 3 8 4 4 8 212 Passenger Vehicle Trip Generation 505 67 572 22 158 180 3,027 Notes:1. Trip Generation obtained from ITE's Trip Generation Manual, 11th Edition.AM Peak HourPM Peak HourII-2566 Table II-1Existing Traffic Volumes Reliance Road/I-81 NB RampsAverage WeekdayHour of DaySBR SBT SBL WBR WBT WBL NBR NBT NBL EBR EBT EBL Total6:00-7:00 AM0 0 034480 9 156086134368 7:00-8:00 AM0 0 074880161132069196576 8:00-9:00 AM0 0 05564017286081124429 9:00-10:00 AM0 0 0377901026909073360 10:00-11:00 AM0 0 0335402225308795346 11:00-12:00 PM0 0 02884016251010689376 12:00-1:00 PM0 0 02589019071096111411 1:00-2:00 PM0 0 038990181580100109423 2:00-3:00 PM0 0 03683021372010397415 3:00-4:00 PM0 0 053970152950149173584 4:00-5:00 PM0 0 0601250334970151153623 5:00-6:00 PM0 0 0521030232930132146551 6:00-7:00 PM0 0 0418801516709392397 Totals- - - 566 1,101 - 234 23 1,000 - 1,343 1,592 5,859 n/aReliance RoadI-81 NB RampsReliance RoadWells + Associates, IncTysons, VirginiaII-3567 Table II-2APipeline Development - Village at Middletown (Residential)Reliance Road/I-81 NB RampsAverage WeekdayHour of DaySBR SBT SBL WBR WBT WBL NBR NBT NBL EBR EBT EBL Total6:00-7:00 AM0 00000003001417 7:00-8:00 AM0 00000007002532 8:00-9:00 AM0 00000007002027 9:00-10:00 AM0 00000006001420 10:00-11:00 AM0 00000008001321 11:00-12:00 PM0 000000010001222 12:00-1:00 PM0 000000010001323 1:00-2:00 PM0 000000011001425 2:00-3:00 PM0 000000013001427 3:00-4:00 PM0 000000016001430 4:00-5:00 PM0 000000022001739 5:00-6:00 PM0 000000018001735 6:00-7:00 PM0 000000015001429 Totals- - - - - - - - 146 - - 201 347 Percent Inbound35%Percent Outbound45%n/aReliance RoadI-81 NB RampsReliance RoadWells + Associates, IncTysons, VirginiaII-4568 Table II-2BPipeline Development - Village at Middletown (Retail)Reliance Road/I-81 NB RampsAverage WeekdayHour of DaySBR SBT SBL WBR WBT WBL NBR NBT NBL EBR EBT EBL Total6:00-7:00 AM0 0000000600410 7:00-8:00 AM0 000000022001739 8:00-9:00 AM0 000000020001636 9:00-10:00 AM0 000000034002862 10:00-11:00 AM0 000000049004796 11:00-12:00 PM0 0000000590065124 12:00-1:00 PM0 0000000670079146 1:00-2:00 PM0 0000000600080140 2:00-3:00 PM0 0000000540077131 3:00-4:00 PM0 0000000560075131 4:00-5:00 PM0 0000000520070122 5:00-6:00 PM0 0000000610079140 6:00-7:00 PM0 0000000530070123 Totals- - - - - - - - 593 - - 707 1,300 Percent Inbound35%Percent Outbound45%Reliance Roadn/a Reliance Road I-81 NB RampsWells + Associates, IncTysons, VirginiaII-5569 Table II-2CPipeline Development - Seasons of MiddletownReliance Road/I-81 NB RampsAverage WeekdayHour of DaySBR SBT SBL WBR WBT WBL NBR NBT NBL EBR EBT EBL Total6:00-7:00 AM0 00000002001214 7:00-8:00 AM0 00000006002329 8:00-9:00 AM0 00000006001824 9:00-10:00 AM0 00000006001218 10:00-11:00 AM0 00000007001219 11:00-12:00 PM0 00000009001120 12:00-1:00 PM0 00000009001221 1:00-2:00 PM0 000000010001323 2:00-3:00 PM0 000000012001325 3:00-4:00 PM0 000000014001327 4:00-5:00 PM0 000000020001535 5:00-6:00 PM0 000000016001531 6:00-7:00 PM0 000000014001226 Totals- - - - - - - - 131 - - 181 312 Percent Inbound35%Percent Outbound45%n/aReliance RoadI-81 NB RampsReliance RoadWells + Associates, IncTysons, VirginiaII-6570 Table II-2DPipeline Development - By-Right Gas Station/Truck Stop (Primary)Reliance Road/I-81 NB RampsAverage WeekdayHour of DaySBR SBT SBL WBR WBT WBL NBR NBT NBL EBR EBT EBL Total6:00-7:00 AM0 0 023590230 0 0600165 7:00-8:00 AM00 0 50 129 0 50 0 0 0 129 0358 8:00-9:00 AM0 0 029760290 0 0750209 9:00-10:00 AM0 0 025660250 0 0650181 10:00-11:00 AM0 0 026660260 0 0660184 11:00-12:00 PM0 0 026680270 0 0690190 12:00-1:00 PM0 0 029740290 0 0740206 1:00-2:00 PM0 0 027690270 0 0700193 2:00-3:00 PM0 0 029750300 0 0780212 3:00-4:00 PM0 0 032830320 0 0840231 4:00-5:00 PM00 0 46 120 0 46 0 0 0 120 0332 5:00-6:00 PM0 0 035900350 0 0900250 6:00-7:00 PM0 0 033850320 0 0830233 Totals- - - 410 1,060 - 411 - - - 1,063 - 2,944 Percent Inbound25%65%Percent Outbound25%65%n/aReliance RoadI-81 NB RampsReliance RoadWells + Associates, IncTysons, VirginiaII-7571 Table II-2EPipeline Development - By-Right Gas Station/Truck Stop (Pass-By)Reliance Road/I-81 NB RampsAverage WeekdayHour of DaySBR SBT SBL WBR WBT WBL NBR NBT NBL EBR EBT EBL Total6:00-7:00 AM0 0 018120130-13019-1930 7:00-8:00 AM0 0 044300300-30044-4474 8:00-9:00 AM0 0 024160160-16023-2340 9:00-10:00 AM0 0 021140140-14020-2035 10:00-11:00 AM0 0 021140140-14021-2135 11:00-12:00 PM0 0 021140150-15022-2235 12:00-1:00 PM0 0 017110110-11017-1728 1:00-2:00 PM0 0 015100100-10015-1525 2:00-3:00 PM0 0 017110120-12017-1728 3:00-4:00 PM0 0 018120120-12018-1830 4:00-5:00 PM0 0 024160160-16024-2440 5:00-6:00 PM0 0 020130130-13020-2033 6:00-7:00 PM0 0 019120120-12018-1831 Totals- - - 279 185 - 188 - (188) - 278 (278) 464 Percent Inbound (AM)23%-23%34%-34%Percent Outbound (AM)34%23%Percent Inbound (PM)16%-16%24%-24%Percent Outbound (PM)24%16%n/aReliance RoadI-81 NB RampsReliance RoadWells + Associates, IncTysons, VirginiaII-8572 Table II-3Regional Growth Existing Year:2022 Growth Rate:1.00%Reliance Road/I-81 NB Ramps Buildout Year:2025Rate:Average WeekdayHour of DaySBRSBTSBL WBR WBT WBL NBRNBTNBL EBR EBT EBLTotal6:00-7:00 AM0 0011000203411 7:00-8:00 AM0 0023000402617 8:00-9:00 AM0 0022010302414 9:00-10:00 AM0 0012000203210 10:00-11:00 AM0 0012010203312 11:00-12:00 PM0 0013000203312 12:00-1:00 PM0 0013010203313 1:00-2:00 PM0 0013010203313 2:00-3:00 PM0 0013010203313 3:00-4:00 PM0 0023000305518 4:00-5:00 PM0 0024010305520 5:00-6:00 PM0 0023010304417 6:00-7:00 PM0 0013000203312 Totals- - - 18 35 - 7 - 32 - 42 48 182 3.0301%n/aReliance RoadReliance RoadI-81 NB RampsWells + Associates, IncTysons, VirginiaII-9573 Table II-4Background Condittion 2025Reliance Road/I-81 NB RampsAverage WeekdayHour of DaySBRSBTSBL WBR WBT WBL NBRNBTNBL EBR EBT EBLTotal6:00-7:00 AM- - - 76 120 - 45 1 56 - 168 149 615 7:00-8:00 AM- - - 170 250 - 96 1 141 - 244 223 1,125 8:00-9:00 AM- - - 110 158 - 63 2 106 - 181 159 779 9:00-10:00 AM- - - 84 161 - 49 2 103 - 178 109 686 10:00-11:00 AM- - - 81 136 - 63 2 105 - 177 149 713 11:00-12:00 PM- - - 76 169 - 58 2 116 - 200 158 779 12:00-1:00 PM- - - 72 177 - 60 - 148 - 190 201 848 1:00-2:00 PM- - - 81 181 - 56 1 131 - 188 204 842 2:00-3:00 PM- - - 83 172 - 64 3 141 - 201 187 851 3:00-4:00 PM- - - 105 195 - 59 2 172 - 256 262 1,051 4:00-5:00 PM- - - 132 265 - 96 4 178 - 300 236 1,211 5:00-6:00 PM- - - 109 209 - 72 2 178 - 246 241 1,057 6:00-7:00 PM- - - 94 188 - 59 1 139 - 197 173 851 Totals- - - 1,273 2,381 - 840 23 1,714 - 2,726 2,451 11,408 Reliance RoadI-81 NB RampsReliance Roadn/aWells + Associates, IncTysons, VirginiaII-10574 Table II-5ASite Trip Assignments (Passenger Vehicle)Light Industrial Passenger Vehicle Diurnal RatesReliance Road/I-81 NB RampsReliance Road/I-81 NB RampsAverage WeekdayAverage WeekdayHour of DaySBR SBT SBL WBR WBT WBL NBR NBT NBL EBR EBT EBLTotalin out6:00-7:00 AM0 00050004401353 6:00-7:00 AM7.21% 0.70%109 11 7:00-8:00 AM0 000250002020317247 7:00-8:00 AM33.35% 4.45%505 67 8:00-9:00 AM0 000800066031794 8:00-9:00 AM10.82% 4.58%164 69 9:00-10:00 AM0 000600044062884 9:00-10:00 AM7.31% 7.26%111 110 10:00-11:00 AM0 000600047062988 10:00-11:00 AM7.72% 7.76%117 117 11:00-12:00 PM0 000500040063283 11:00-12:00 PM6.51% 8.46%99 128 12:00-1:00 PM0 0007000540841110 12:00-1:00 PM9.02% 10.85%136 164 1:00-2:00 PM0 000600052062892 1:00-2:00 PM8.52% 7.26%129 110 2:00-3:00 PM0 000600044073491 2:00-3:00 PM7.31% 8.86%111 134 3:00-4:00 PM0 000500036094393 3:00-4:00 PM6.01% 11.34%91 172 4:00-5:00 PM0 00010009084058 4:00-5:00 PM1.45% 10.45%22 158 5:00-6:00 PM0 000100070136384 5:00-6:00 PM1.20% 16.72%18 253 6:00-7:00 PM0 0000000102912 6:00-7:00 PM0.10% 2.39%2 36 Totals- - - - 81 - - - - 78 384 1,189 106.54% 101.07%Percent Inbound5%40%Percent Outbound5%25%n/aReliance RoadI-81 NB RampsReliance RoadPercentVehicle Trips3027Wells + Associates, IncTysons, VirginiaII-11575 Table II-5BSite Trip Assignments (Passenger Vehicle)Light Industrial Passenger Vehicle Diurnal RatesReliance Road/I-81 NB RampsReliance Road/I-81 NB RampsAverage WeekdayAverage WeekdayHour of DaySBR SBT SBL WBR WBT WBL NBR NBT NBL EBR EBT EBLTotalin out6:00-7:00 AM0- - - - - - - 0000- 6:00-7:00 AM0.00% 0.00%- - 7:00-8:00 AM0- - - - - - - 30014 7:00-8:00 AM5.00% 3.00%5 3 8:00-9:00 AM0- - - - - - - 600410 8:00-9:00 AM9.09% 9.85%10 10 9:00-10:00 AM0- - - - - - - 10 0 0 717 9:00-10:00 AM15.15% 15.91%16 17 10:00-11:00 AM0- - - - - - - 800715 10:00-11:00 AM12.12% 17.42%13 18 11:00-12:00 PM0- - - - - - - 50027 11:00-12:00 PM7.58% 4.55%8 5 12:00-1:00 PM0- - - - - - - 600410 12:00-1:00 PM9.09% 8.33%10 9 1:00-2:00 PM0- - - - - - - 800614 1:00-2:00 PM12.88% 12.88%14 14 2:00-3:00 PM0- - - - - - - 700411 2:00-3:00 PM10.61% 10.61%11 11 3:00-4:00 PM0- - - - - - - 600410 3:00-4:00 PM9.85% 8.33%10 9 4:00-5:00 PM0- - - - - - - 20024 4:00-5:00 PM3.50% 3.79%4 4 5:00-6:00 PM0- - - - - - - 10012 5:00-6:00 PM0.76% 2.27%1 2 6:00-7:00 PM0- - - - - - - 0000- 6:00-7:00 PM0.00% 0.00%- - Totals- - - - - - - - - - 42 104 95.62% 96.94%Percent Inbound0%60%Percent Outbound0%40%Reliance RoadPercent Vehicle Trips212n/a Reliance Road I-81 NB RampsWells + Associates, IncTysons, VirginiaII-12576 Table II-62025 Total Future Traffic VolumesReliance Road/I-81 NB RampsAverage WeekdayHour of DaySBRSBTSBL WBR WBT WBL NBRNBTNBL EBR EBT EBLTotal6:00-7:00 AM0 0 0 76 125 0 45 1 100 0 169 152668 7:00-8:00 AM0 0 0 170 275 0 96 1 346 0 247 2411,376 8:00-9:00 AM0 0 0 110 166 0 63 2 178 0 184 180883 9:00-10:00 AM0 0 0 84 167 0 49 2 157 0 184 144787 10:00-11:00 AM0 0 0 81 142 0 63 2 160 0 183 185816 11:00-12:00 PM0 0 0 76 174 0 58 2 161 0 206 192869 12:00-1:00 PM0 0 0 72 184 0 60 0 208 0 198 246968 1:00-2:00 PM0 0 0 81 187 0 56 1 191 0 194 238948 2:00-3:00 PM0 0 0 83 178 0 64 3 192 0 208 225953 3:00-4:00 PM0 0 0 105 200 0 59 2 214 0 265 3091,154 4:00-5:00 PM0 0 0 132 266 0 96 4 189 0 308 2781,273 5:00-6:00 PM0 0 0 109 210 0 72 2 186 0 259 3051,143 6:00-7:00 PM0 0 0 94 188 0 59 1 140 0 199 182863 Totals- - - 1,273 2,462 - 840 23 2,422 - 2,804 2,877 12,701 n/aReliance RoadI-81 NB RampsReliance RoadWells + Associates, IncTysons, VirginiaII-13577 Table III-1Existing Traffic Volumes Reliance Road/I-81 SB RampsAverage WeekdayHour of DaySBR SBT SBL WBR WBT WBL NBR NBT NBL EBR EBT EBL Total6:00-7:00 AM125 1370959000881830538 7:00-8:00 AM173 2 23 0 200 18 0 0 0 122 242 0780 8:00-9:00 AM149 22501457000921800600 9:00-10:00 AM119 13001397000661340496 10:00-11:00 AM831 30 0 98 11 0 0 0 65 152 0440 11:00-12:00 PM121 0 31 0 122 15 0 0 0 81 164 0534 12:00-1:00 PM110 2 23 0 148 12 0 0 0 65 183 0543 1:00-2:00 PM101 1 23 0 139 18 0 0 0 63 186 0531 2:00-3:00 PM113 1 33 0 143 12 0 0 0 81 167 0550 3:00-4:00 PM152 14001838000832820749 4:00-5:00 PM177 0 45 0 208 15 0 0 0 86 260 0791 5:00-6:00 PM174 1 54 0 182 13 0 0 0 83 223 0730 6:00-7:00 PM126 23801488000491480519 Totals1,723 15 432 - 1,950 153 - - - 1,024 2,504 - 7,801 I-81 SB RampsReliance Road-Reliance RoadWells + Associates, IncTysons, VirginiaII-14578 Table III-2APipeline Development - Village at Middletown (Residential)Reliance Road/I-81 SB RampsAverage WeekdayHour of DaySBR SBT SBL WBR WBT WBL NBR NBT NBL EBR EBT EBL Total6:00-7:00 AM4 000300001114032 7:00-8:00 AM9 000700001925060 8:00-9:00 AM9 000700001520051 9:00-10:00 AM8 000600001114039 10:00-11:00 AM10 000800001013041 11:00-12:00 PM13 000100000912044 12:00-1:00 PM13 0001000001013046 1:00-2:00 PM14 0001100001114050 2:00-3:00 PM17 0001300001114055 3:00-4:00 PM20 0001600001114061 4:00-5:00 PM28 0002200001317080 5:00-6:00 PM23 0001800001317071 6:00-7:00 PM20 0001500001114060 Totals188 - - - 146 - - - - 155 201 - 690 Percent Inbound45%35%Percent Outbound35%45%I-81 SB RampsReliance Road-Reliance RoadWells + Associates, IncTysons, VirginiaII-15579 Table III-2BPipeline Development - Village at Middletown (Retail)Reliance Road/I-81 SB RampsAverage WeekdayHour of DaySBR SBT SBL WBR WBT WBL NBR NBT NBL EBR EBT EBL Total6:00-7:00 AM8 0006000034021 7:00-8:00 AM28 0002200001317080 8:00-9:00 AM26 0002000001316075 9:00-10:00 AM44 00034000022280128 10:00-11:00 AM63 00049000036470195 11:00-12:00 PM76 00059000050650250 12:00-1:00 PM86 00067000061790293 1:00-2:00 PM77 00060000062800279 2:00-3:00 PM70 00054000060770261 3:00-4:00 PM72 00056000058750261 4:00-5:00 PM67 00052000054700243 5:00-6:00 PM78 00061000062790280 6:00-7:00 PM68 00053000054700245 Totals763 - - - 593 - - - - 548 707 - 2,611 Percent Inbound45%35%Percent Outbound35%45%I-81 SB RampsReliance Road-Reliance RoadWells + Associates, IncTysons, VirginiaII-16580 Table III-2CPipeline Development - Seasons of MiddletownReliance Road/I-81 SB RampsAverage WeekdayHour of DaySBR SBT SBL WBR WBT WBL NBR NBT NBL EBR EBT EBL Total6:00-7:00 AM3 00020000912026 7:00-8:00 AM8 000600001823055 8:00-9:00 AM8 000600001418046 9:00-10:00 AM7 00060000912034 10:00-11:00 AM9 00070000912037 11:00-12:00 PM11 00090000811039 12:00-1:00 PM12 00090000912042 1:00-2:00 PM13 0001000001013046 2:00-3:00 PM15 0001200001013050 3:00-4:00 PM18 0001400001013055 4:00-5:00 PM26 0002000001215073 5:00-6:00 PM21 0001600001215064 6:00-7:00 PM18 000140000912053 Totals169 - - - 131 - - - - 139 181 - 620 Percent Inbound45%35%Percent Outbound35%45%I-81 SB RampsReliance Road-Reliance RoadWells + Associates, IncTysons, VirginiaII-17581 Table III-2DPipeline Development - By-Right Gas Station/Truck Stop (Primary)Reliance Road/I-81 SB RampsAverage WeekdayHour of DaySBR SBT SBL WBR WBT WBL NBR NBT NBL EBR EBT EBL Total6:00-7:00 AM0 023036230000370119 7:00-8:00 AM0 050079500000800259 8:00-9:00 AM0 029047290000460151 9:00-10:00 AM0 025040250000400130 10:00-11:00 AM0 026041260000410134 11:00-12:00 PM0 027042260000420137 12:00-1:00 PM0 029046290000460150 1:00-2:00 PM0 027042270000430139 2:00-3:00 PM0 030046290000480153 3:00-4:00 PM0 032051320000520167 4:00-5:00 PM0 046074460000740240 5:00-6:00 PM0 035055350000550180 6:00-7:00 PM0 032052330000510168 Totals- - 411 - 651 410 - - - - 655 - 2,127 Percent Inbound25%40%Percent Outbound40%25%I-81 SB RampsReliance Road-Reliance RoadWells + Associates, IncTysons, VirginiaII-18582 Table III-2EPipeline Development - By-Right Gas Station/Truck Stop (Pass-By)Reliance Road/I-81 SB RampsAverage WeekdayHour of DaySBR SBT SBL WBR WBT WBL NBR NBT NBL EBR EBT EBL Total6:00-7:00 AM0 00000000000- 7:00-8:00 AM0 00000000000- 8:00-9:00 AM0 00000000000- 9:00-10:00 AM0 00000000000- 10:00-11:00 AM0 00000000000- 11:00-12:00 PM0 00000000000- 12:00-1:00 PM0 00000000000- 1:00-2:00 PM0 00000000000- 2:00-3:00 PM0 00000000000- 3:00-4:00 PM0 00000000000- 4:00-5:00 PM0 00000000000- 5:00-6:00 PM0 00000000000- 6:00-7:00 PM0 00000000000- Totals- - - - - - - - - - - - - Percent Inbound (AM)Percent Outbound (AM)Percent Inbound (PM)Percent Outbound (PM)I-81 SB RampsReliance Road-Reliance RoadWells + Associates, IncTysons, VirginiaII-19583 Table III-3Regional Growth Existing Year:2022 Growth Rate:1.00%Reliance Road/I-81 SB Ramps Buildout Year:2025Rate:Average WeekdayHour of DaySBRSBTSBL WBR WBT WBL NBRNBTNBL EBR EBT EBLTotal6:00-7:00 AM4 0103000036017 7:00-8:00 AM5 0106100047024 8:00-9:00 AM5 0104000035018 9:00-10:00 AM4 0104000024015 10:00-11:00 AM3 0103000025014 11:00-12:00 PM4 0104000025016 12:00-1:00 PM3 0104000026016 1:00-2:00 PM3 0104100026017 2:00-3:00 PM3 0104000025015 3:00-4:00 PM5 0106000039024 4:00-5:00 PM5 0106000038023 5:00-6:00 PM5 0206000037023 6:00-7:00 PM4 0104000014014 Totals53 - 14 - 58 2 - - - 32 77 - 236 3.0301%I-81 SB Ramps Reliance Road - Reliance RoadWells + Associates, IncTysons, VirginiaII-20584 Table III-4Background Condittion 2025Reliance Road/I-81 SB RampsAverage WeekdayHour of DaySBRSBTSBL WBR WBT WBL NBRNBTNBL EBR EBT EBLTotal6:00-7:00 AM144 1 61 - 145 32 - - - 114 256 - 753 7:00-8:00 AM223 2 74 - 320 69 - - - 176 394 - 1,258 8:00-9:00 AM197 2 55 - 229 36 - - - 137 285 - 941 9:00-10:00 AM182 1 56 - 229 32 - - - 110 232 - 842 10:00-11:00 AM168 1 57 - 206 37 - - - 122 270 - 861 11:00-12:00 PM225 - 59 - 246 41 - - - 150 299 - 1,020 12:00-1:00 PM224 2 53 - 284 41 - - - 147 339 - 1,090 1:00-2:00 PM208 1 51 - 266 46 - - - 148 342 - 1,062 2:00-3:00 PM218 1 64 - 272 41 - - - 164 324 - 1,084 3:00-4:00 PM267 1 73 - 326 40 - - - 165 445 - 1,317 4:00-5:00 PM303 - 92 - 382 61 - - - 168 444 - 1,450 5:00-6:00 PM301 1 91 - 338 48 - - - 173 396 - 1,348 6:00-7:00 PM236 2 71 - 286 41 - - - 124 299 - 1,059 Totals2,896 15 857 - 3,529 565 - - - 1,898 4,325 - 14,085 I-81 SB RampsReliance Road-Reliance RoadWells + Associates, IncTysons, VirginiaII-21585 Table III-5ASite Trip Assignments (Passenger Vehicle)Light Industrial Passenger Vehicle Diurnal RatesReliance Road/I-81 SB RampsReliance Road/I-81 SB RampsAverage WeekdayAverage WeekdayHour of DaySBR SBT SBL WBR WBT WBL NBR NBT NBL EBR EBT EBLTotalin out6:00-7:00 AM27 00049000043083 6:00-7:00 AM7.21% 0.70%109 11 7:00-8:00 AM126 000227000027200400 7:00-8:00 AM33.35% 4.45%505 67 8:00-9:00 AM41 00074000028210164 8:00-9:00 AM10.82% 4.58%164 69 9:00-10:00 AM28 00050000044330155 9:00-10:00 AM7.31% 7.26%111 110 10:00-11:00 AM29 00053000047350164 10:00-11:00 AM7.72% 7.76%117 117 11:00-12:00 PM25 00045000051380159 11:00-12:00 PM6.51% 8.46%99 128 12:00-1:00 PM34 00061000066490210 12:00-1:00 PM9.02% 10.85%136 164 1:00-2:00 PM32 00058000044330167 1:00-2:00 PM8.52% 7.26%129 110 2:00-3:00 PM28 00050000054400172 2:00-3:00 PM7.31% 8.86%111 134 3:00-4:00 PM23 00041000069520185 3:00-4:00 PM6.01% 11.34%91 172 4:00-5:00 PM6 00010000063470126 4:00-5:00 PM1.45% 10.45%22 158 5:00-6:00 PM5 00080000101760190 5:00-6:00 PM1.20% 16.72%18 253 6:00-7:00 PM1 000100001411027 6:00-7:00 PM0.10% 2.39%2 36 Totals405 - - - 727 - - - 612 458 - 2,202 106.54% 101.07%Percent Inbound25%45%0%Percent Outbound40%30%0%PercentVehicle Trips3027I-81 SB RampsReliance Road-Reliance RoadWells + Associates, IncTysons, VirginiaII-22586 Table III-5BSite Trip Assignments (Passenger Vehicle)Light Industrial Passenger Vehicle Diurnal RatesReliance Road/I-81 SB RampsReliance Road/I-81 SB RampsAverage WeekdayAverage WeekdayHour of DaySBR SBT SBL WBR WBT WBL NBR NBT NBL EBR EBT EBLTotalin out6:00-7:00 AM0- - - - - - - 0000- 6:00-7:00 AM0.00% 0.00%- - 7:00-8:00 AM2- - - 3 - - - 02108 7:00-8:00 AM5.00% 3.00%5 3 8:00-9:00 AM4- - - 6 - - - 064020 8:00-9:00 AM9.09% 9.85%10 10 9:00-10:00 AM6- - - 10 - - - 0 10 7 033 9:00-10:00 AM15.15% 15.91%16 17 10:00-11:00 AM5- - - 8 - - - 0 11 7 031 10:00-11:00 AM12.12% 17.42%13 18 11:00-12:00 PM3- - - 5 - - - 032013 11:00-12:00 PM7.58% 4.55%8 5 12:00-1:00 PM4- - - 6 - - - 054019 12:00-1:00 PM9.09% 8.33%10 9 1:00-2:00 PM6- - - 8 - - - 086028 1:00-2:00 PM12.88% 12.88%14 14 2:00-3:00 PM4- - - 7 - - - 074022 2:00-3:00 PM10.61% 10.61%11 11 3:00-4:00 PM4- - - 6 - - - 054019 3:00-4:00 PM9.85% 8.33%10 9 4:00-5:00 PM2- - - 2 - - - 02208 4:00-5:00 PM3.50% 3.79%4 4 5:00-6:00 PM0- - - 1 - - - 01103 5:00-6:00 PM0.76% 2.27%1 2 6:00-7:00 PM0- - - - - - - 0000- 6:00-7:00 PM0.00% 0.00%- - Totals40 - - - 62 - - - 60 42 - 204 95.62% 96.94%Percent Inbound40%60%0%Percent Outbound60%40%0%Vehicle Trips212I-81 SB Ramps Reliance Road - Reliance RoadPercentWells + Associates, IncTysons, VirginiaII-23587 Table III-62025 Total Future Traffic VolumesReliance Road/I-81 SB RampsAverage WeekdayHour of DaySBRSBTSBL WBR WBT WBL NBRNBTNBL EBR EBT EBLTotal6:00-7:00 AM171 1 61 0 194 32 0 0 0 118 259 0836 7:00-8:00 AM351 2 74 0 550 69 0 0 0 205 415 01,666 8:00-9:00 AM242 2 55 0 309 36 0 0 0 171 310 01,125 9:00-10:00 AM216 1 56 0 289 32 0 0 0 164 272 01,030 10:00-11:00 AM202 1 57 0 267 37 0 0 0 180 312 01,056 11:00-12:00 PM253 0 59 0 296 41 0 0 0 204 339 01,192 12:00-1:00 PM262 2 53 0 351 41 0 0 0 218 392 01,319 1:00-2:00 PM246 1 51 0 332 46 0 0 0 200 381 01,257 2:00-3:00 PM250 1 64 0 329 41 0 0 0 225 368 01,278 3:00-4:00 PM294 1 73 0 373 40 0 0 0 239 501 01,521 4:00-5:00 PM311 0 92 0 394 61 0 0 0 233 493 01,584 5:00-6:00 PM306 1 91 0 347 48 0 0 0 275 473 01,541 6:00-7:00 PM237 2 71 0 287 41 0 0 0 138 310 01,086 Totals3,341 15 857 - 4,318 565 - - - 2,570 4,825 - 16,491 I-81 SB Ramps Reliance Road - Reliance RoadWells + Associates, IncTysons, VirginiaII-24588 Attachment III MUTCD Warrant Descriptions 589 01 02 03 04 05 06 07 08 09 10 11 12 III-1 590 13 14 15 16 17 18 01 02 03 III-2 591 04 05 06 07 Table 4C-1. Warrant 1, Eight-Hour Vehicular Volume Condition A—Minimum Vehicular Volume Number of lanes for moving traffic on each approach Vehicles per hour on major street (total of both approaches) Vehicles per hour on higher-volume minor-street approach (one direction only) Major Street Minor Street 100% a 80%b 70%c 56%d 100%a 80%b 70%c 56%d 1 1 500 400 350 280 150 120 105 84 2 or more 1 600 480 420 336 150 120 105 84 2 or more 2 or more 600 480 420 336 200 160 140 112 1 2 or more 500 400 350 280 200 160 140 112 Condition B—Interruption of Continuous Traffic Number of lanes for moving traffic on each approach Vehicles per hour on major street (total of both approaches) Vehicles per hour on higher-volume minor-street approach (one direction only) Major Street Minor Street 100% a 80%b 70%c 56%d 100%a 80%b 70%c 56%d 1 1 750 600 525 420 75 60 53 42 2 or more 1 900 720 630 504 75 60 53 42 2 or more 2 or more 900 720 630 504 100 80 70 56 1 2 or more 750 600 525 420 100 80 70 56 a Basic minimum hourly volume b Used for combination of Conditions A and B after adequate trial of other remedial measures c May be used when the major-street speed exceeds 40 mph or in an isolated community with a population of less than 10,000 d May be used for combination of Conditions A and B after adequate trial of other remedial measures when the major-street speed exceeds 40 mph or in an isolated community with a population of less than 10,000 III-3 592 08 01 02 03 01 02 03 04 05 06 III-4 593 Figure 4C-2. Warrant 2, Four-Hour Vehicular Volume (70% Factor) (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) MINOR STREET HIGHER- VOLUME APPROACH - VPH MAJOR STREET—TOTAL OF BOTH APPROACHES— VEHICLES PER HOUR (VPH) *Note: 80 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 60 vph applies as the lower threshold volume for a minor-street approach with one lane. 2 OR MORE LANES & 2 OR MORE LANES 2 OR MORE LANES & 1 LANE 1 LANE & 1 LANE 200 300 400 500 600 700 800 900 1000 100 200 300 400 60* 80* 2 OR MORE LANES & 2 OR MORE LANES 2 OR MORE LANES & 1 LANE 1 LANE & 1 LANE 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 100 200 300 400 500 MINOR STREET HIGHER- VOLUME APPROACH - VPH 115* 80* MAJOR STREET—TOTAL OF BOTH APPROACHES— VEHICLES PER HOUR (VPH) *Note: 115 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 80 vph applies as the lower threshold volume for a minor-street approach with one lane. Figure 4C-1. Warrant 2, Four-Hour Vehicular Volume III-5 594 150* 100*100 200 300 400 500 MINOR STREET HIGHER- VOLUME APPROACH - VPH 600 1500400 500 600 700 800 900 1000 1100 1200 1300 1400 1600 1700 1800 2 OR MORE LANES & 2 OR MORE LANES 2 OR MORE LANES & 1 LANE 1 LANE & 1 LANE MAJOR STREET—TOTAL OF BOTH APPROACHES— VEHICLES PER HOUR (VPH) *Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane. Figure 4C-3. Warrant 3, Peak Hour Figure 4C-4. Warrant 3, Peak Hour (70% Factor) (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) MAJOR STREET—TOTAL OF BOTH APPROACHES— VEHICLES PER HOUR (VPH) *Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor-street approach with one lane. 300 400 500 600 700 800 900 1000 MINOR STREET HIGHER- VOLUME APPROACH - VPH 100 200 300 400 75* 100* 1100 1200 1300 2 OR MORE LANES & 2 OR MORE LANES 2 OR MORE LANES & 1 LANE 1 LANE & 1 LANE III-6 595 01 02 03 04 05 06 07 08 01 02 III-7 596 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 100 200 300 400 500 TOTAL OF ALL PEDESTRIANS CROSSING MAJOR STREET- PEDESTRIANS PER HOUR (PPH) 107* MAJOR STREET—TOTAL OF BOTH APPROACHES— VEHICLES PER HOUR (VPH) *Note: 107 pph applies as the lower threshold volume. Figure 4C-5. Warrant 4, Pedestrian Four-Hour Volume 200 1000 100 200 300 400 TOTAL OF ALL PEDESTRIANS CROSSING MAJOR STREET- PEDESTRIANS PER HOUR (PPH) 75* MAJOR STREET—TOTAL OF BOTH APPROACHES— VEHICLES PER HOUR (VPH) *Note: 75 pph applies as the lower threshold volume. 400 500300 600 800700 900 Figure 4C-6. Warrant 4, Pedestrian Four-Hour Volume (70% Factor) III-8 597 300 1800 100 200 300 400 500 600 700 TOTAL OF ALL PEDESTRIANS CROSSING MAJOR STREET- PEDESTRIANS PER HOUR (PPH) 133* MAJOR STREET—TOTAL OF BOTH APPROACHES— VEHICLES PER HOUR (VPH) *Note: 133 pph applies as the lower threshold volume. 600 700 800500400 900 1000 1100 1200 15001300 16001400 1700 Figure 4C-7. Warrant 4, Pedestrian Peak Hour 100 200 300 400 500 TOTAL OF ALL PEDESTRIANS CROSSING MAJOR STREET- PEDESTRIANS PER HOUR (PPH) 93* MAJOR STREET—TOTAL OF BOTH APPROACHES— VEHICLES PER HOUR (VPH) *Note: 93 pph applies as the lower threshold volume. 200 400300 600 800 1000500700900 1100 1200 Figure 4C-8. Warrant 4, Pedestrian Peak Hour (70% Factor) III-9 598 03 04 05 01 02 03 01 02 III-10 599 03 01 02 03 01 02 03 04 III-11 600 Figure 4C-9. Warrant 9, Intersection Near a Grade Crossing (One Approach Lane at the Track Crossing) MINOR STREET, CROSSING APPROACH - EQUIVALENT VPH** 50 100 150 200 250 300 350 0 100 200 300 400 500 600 700 800 MAJOR STREET—TOTAL OF BOTH APPROACHES—VEHICLES PER HOUR (VPH) D = 1 3 0 f t D = 1 1 0 f t D = 9 0 f t D = 7 0 f t D = 5 0 f t D = 3 0 f t 25* Major Street Minor Street D 6 ft * 25 vph applies as the lower threshold volume ** VPH after applying the adjustment factors in Tables 4C-2, 4C-3, and/or 4C-4, if appropriate MINOR STREET, CROSSING APPROACH - EQUIVALENT VPH** 50 100 150 200 250 300 350 0 100 200 300 400 500 600 700 800 25* MAJOR STREET—TOTAL OF BOTH APPROACHES—VEHICLES PER HOUR (VPH)D = 130 f t D = 1 1 0 f t D = 9 0 f t D = 7 0 f t D = 5 0 f t D = 3 0 f t Minor Street D 6 ft Major Street Figure 4C-10. Warrant 9, Intersection Near a Grade Crossing (Two or More Approach Lanes at the Track Crossing) * 25 vph applies as the lower threshold volume ** VPH after applying the adjustment factors in Tables 4C-2, 4C-3, and/or 4C-4, if appropriate III-12 601 05 06 07 08 09 10 Table 4C-4. Warrant 9, Adjustment Factor for Percentage of Tractor-Trailer Trucks % of Tractor-Trailer Trucks on Minor-Street Approach Adjustment Factor D less than 70 feet D of 70 feet or more 0% to 2.5%0.50 0.50 2.6% to 7.5%0.75 0.75 7.6% to 12.5%1.00 1.00 12.6% to 17.5%2.30 1.15 17.6% to 22.5%2.70 1.35 22.6% to 27.5%3.28 1.64 More than 27.5%4.18 2.09 Table 4C-2. Warrant 9, Adjustment Factor for Daily Frequency of Rail Traffic Rail Traffic per Day Adjustment Factor 1 0.67 2 0.91 3 to 5 1.00 6 to 8 1.18 9 to 11 1.25 12 or more 1.33 Table 4C-3. Warrant 9, Adjustment Factor for Percentage of High-Occupancy Buses % of High-Occupancy Buses* on Minor-Street Approach Adjustment Factor 0%1.00 2% 1.09 4% 1.19 6% or more 1.32 * A high-occupancy bus is defined as a bus occupied by at least 20 people. III-13 602 Attachment IV Synchro Worksheets 603 HCM 6th TWSC 2022 Existing AM 1: I-81 NB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 1 Intersection Int Delay, s/veh 8.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 196 69 0 0 88 74 132 1 16 0 0 0 Future Vol, veh/h 196 69 0 0 88 74 132 1 16 0 0 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 3 33333333333 Mvmt Flow 231 81 0 0 104 87 155 1 19 0 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 191 0 - - - 0 691 734 81 Stage 1 ------543543- Stage 2 ------148191- Critical Hdwy 4.13 -----6.43 6.53 6.23 Critical Hdwy Stg 1 ------5.43 5.53 - Critical Hdwy Stg 2 ------5.43 5.53 - Follow-up Hdwy 2.227 -----3.527 4.027 3.327 Pot Cap-1 Maneuver 1377 - 0 0 - - 409 346 976 Stage 1 - - 0 0 - - 580 518 - Stage 2 - - 0 0 - - 877 740 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1377 -----3370976 Mov Cap-2 Maneuver ------3370- Stage 1 ------4780- Stage 2 ------8770- Approach EB WB NB HCM Control Delay, s 6 0 23.8 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBL EBT WBT WBR Capacity (veh/h)363 1377 - - - HCM Lane V/C Ratio 0.483 0.167 - - - HCM Control Delay (s) 23.8 8.1 0 - - HCM Lane LOS C A A - - HCM 95th %tile Q(veh) 2.5 0.6 - - - IV-1 604 HCM 6th TWSC 2022 Existing AM 2: I-81 SB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 2 Intersection Int Delay, s/veh 3.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 242 122 18 200 0000232173 Future Vol, veh/h 0 242 122 18 200 0000232173 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 3 33333333333 Mvmt Flow 0 260 131 19 215 0000252186 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 0 391 0 0 579 644 215 Stage 1 ------ 253253- Stage 2 ------ 326391- Critical Hdwy - - - 4.13 - -6.43 6.53 6.23 Critical Hdwy Stg 1 ------5.43 5.53 - Critical Hdwy Stg 2 ------5.43 5.53 - Follow-up Hdwy - - - 2.227 - - 3.527 4.027 3.327 Pot Cap-1 Maneuver 0 - - 1162 - 0 475 390 822 Stage 1 0 ----0 787696- Stage 2 0 ----0 729605- Platoon blocked, %- -- Mov Cap-1 Maneuver - - - 1162 - -466 0 822 Mov Cap-2 Maneuver ------4660- Stage 1 ------ 7870- Stage 2 ------ 7150- Approach EB WB SB HCM Control Delay, s 0 0.7 11.6 HCM LOS B Minor Lane/Major Mvmt EBT EBR WBL WBTSBLn1 Capacity (veh/h)- - 1162 - 754 HCM Lane V/C Ratio - - 0.017 - 0.282 HCM Control Delay (s) - - 8.2 0 11.6 HCM Lane LOS - - A A B HCM 95th %tile Q(veh) - - 0.1 - 1.2 IV-2 605 HCM 6th TWSC 2022 Existing PM 1: I-81 NB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Page 1 Intersection Int Delay, s/veh 5.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 143 151 0 0 127 59 104 5 25 0 0 0 Future Vol, veh/h 143 151 0 0 127 59 104 5 25 0 0 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97 Heavy Vehicles, % 3 33333333333 Mvmt Flow 147 156 0 0 131 61 107 5 26 0 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 192 0 - - - 0 612 642 156 Stage 1 ------450450- Stage 2 ------162192- Critical Hdwy 4.13 -----6.43 6.53 6.23 Critical Hdwy Stg 1 ------5.43 5.53 - Critical Hdwy Stg 2 ------5.43 5.53 - Follow-up Hdwy 2.227 -----3.527 4.027 3.327 Pot Cap-1 Maneuver 1375 - 0 0 - - 455 391 887 Stage 1 - - 0 0 - - 640 570 - Stage 2 - - 0 0 - - 865 740 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1375 -----4020887 Mov Cap-2 Maneuver ------4020- Stage 1 ------5650- Stage 2 ------8650- Approach EB WB NB HCM Control Delay, s 3.9 0 16.5 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBL EBT WBT WBR Capacity (veh/h)450 1375 - - - HCM Lane V/C Ratio 0.307 0.107 - - - HCM Control Delay (s) 16.5 7.9 0 - - HCM Lane LOS C A A - - HCM 95th %tile Q(veh) 1.3 0.4 - - - IV-3 606 HCM 6th TWSC 2022 Existing PM 2: I-81 SB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Page 2 Intersection Int Delay, s/veh 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 244 105 19 212 0000500195 Future Vol, veh/h 0 244 105 19 212 0000500195 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehicles, % 3 33333333333 Mvmt Flow 0 254 109 20 221 0000520203 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 0 363 0 0 570 624 221 Stage 1 ------ 261261- Stage 2 ------ 309363- Critical Hdwy - - - 4.13 - -6.43 6.53 6.23 Critical Hdwy Stg 1 ------5.43 5.53 - Critical Hdwy Stg 2 ------5.43 5.53 - Follow-up Hdwy - - - 2.227 - - 3.527 4.027 3.327 Pot Cap-1 Maneuver 0 - - 1190 - 0 481 400 816 Stage 1 0 ----0 780690- Stage 2 0 ----0 742623- Platoon blocked, %- -- Mov Cap-1 Maneuver - - - 1190 - -472 0 816 Mov Cap-2 Maneuver ------4720- Stage 1 ------ 7800- Stage 2 ------ 7280- Approach EB WB SB HCM Control Delay, s 0 0.7 12.9 HCM LOS B Minor Lane/Major Mvmt EBT EBR WBL WBTSBLn1 Capacity (veh/h)- - 1190 - 710 HCM Lane V/C Ratio - - 0.017 - 0.359 HCM Control Delay (s) - - 8.1 0 12.9 HCM Lane LOS - - A A B HCM 95th %tile Q(veh) - - 0.1 - 1.6 IV-4 607 HCM 6th TWSC 2025 Background AM (TWSC) 1: I-81 NB Ramp & Reliance Rd 07/09/2024 Hester Property Synchro 11 Report Wells + Associates Page 1 Intersection Int Delay, s/veh 25 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 223 244 0 0 250 170 141 1 96 0 0 0 Future Vol, veh/h 223 244 0 0 250 170 141 1 96 0 0 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 22222222222 Mvmt Flow 242 265 0 0 272 185 153 1 104 0 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 457 0 - - - 0 1114 1206 265 Stage 1 ------749749- Stage 2 ------365457- Critical Hdwy 4.12 -----6.42 6.52 6.22 Critical Hdwy Stg 1 ------5.42 5.52 - Critical Hdwy Stg 2 ------5.42 5.52 - Follow-up Hdwy 2.218 -----3.518 4.018 3.318 Pot Cap-1 Maneuver 1104 - 0 0 - - 230 184 774 Stage 1 - - 0 0 - - 467 419 - Stage 2 - - 0 0 - - 702 568 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1104 -----1710774 Mov Cap-2 Maneuver ------1710- Stage 1 ------3470- Stage 2 ------7020- Approach EB WB NB HCM Control Delay, s 4.4 0 109.5 HCM LOS F Minor Lane/Major Mvmt NBLn1 EBL EBT WBT WBR Capacity (veh/h)250 1104 - - - HCM Lane V/C Ratio 1.035 0.22 - - - HCM Control Delay (s) 109.5 9.2 0 - - HCM Lane LOS F A A - - HCM 95th %tile Q(veh) 10.4 0.8 - - - IV-5 608 HCM 6th TWSC 2025 Background AM (TWSC) 2: I-81 SB Ramp & Reliance Rd 07/09/2024 Hester Property Synchro 11 Report Wells + Associates Page 2 Intersection Int Delay, s/veh 7.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 394 176 69 320 0000742223 Future Vol, veh/h 0 394 176 69 320 0000742223 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 428 191 75 348 0000802242 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 0 619 0 0 1022 1117 348 Stage 1 ------ 498498- Stage 2 ------ 524619- Critical Hdwy - - - 4.12 - -6.42 6.52 6.22 Critical Hdwy Stg 1 ------5.42 5.52 - Critical Hdwy Stg 2 ------5.42 5.52 - Follow-up Hdwy - - - 2.218 - - 3.518 4.018 3.318 Pot Cap-1 Maneuver 0 - - 961 - 0 261 207 695 Stage 1 0 ----0 611544- Stage 2 0 ----0 594480- Platoon blocked, %- -- Mov Cap-1 Maneuver - - - 961 - -236 0 695 Mov Cap-2 Maneuver ------2360- Stage 1 ------ 6110- Stage 2 ------ 5360- Approach EB WB SB HCM Control Delay, s 0 1.6 28.4 HCM LOS D Minor Lane/Major Mvmt EBT EBR WBL WBTSBLn1 Capacity (veh/h)- - 961 - 468 HCM Lane V/C Ratio - - 0.078 - 0.694 HCM Control Delay (s) - - 9.1 0 28.4 HCM Lane LOS - - A A D HCM 95th %tile Q(veh) - - 0.3 - 5.3 IV-6 609 HCM 6th TWSC 2025 Background PM (TWSC) 1: I-81 NB Ramp & Reliance Rd 07/09/2024 Hester Property Synchro 11 Report Wells + Associates Page 1 Intersection Int Delay, s/veh 67 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 236 300 0 0 265 132 178 4 96 0 0 0 Future Vol, veh/h 236 300 0 0 265 132 178 4 96 0 0 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 22222222222 Mvmt Flow 257 326 0 0 288 143 193 4 104 0 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 431 0 - - - 0 1200 1271 326 Stage 1 ------840840- Stage 2 ------360431- Critical Hdwy 4.12 -----6.42 6.52 6.22 Critical Hdwy Stg 1 ------5.42 5.52 - Critical Hdwy Stg 2 ------5.42 5.52 - Follow-up Hdwy 2.218 -----3.518 4.018 3.318 Pot Cap-1 Maneuver 1129 - 0 0 - - 204 168 715 Stage 1 - - 0 0 - - 424 381 - Stage 2 - - 0 0 - - 706 583 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1129 -----~ 1470715 Mov Cap-2 Maneuver ------~ 1470- Stage 1 ------3060- Stage 2 ------7060- Approach EB WB NB HCM Control Delay, s 4 0 284.2 HCM LOS F Minor Lane/Major Mvmt NBLn1 EBL EBT WBT WBR Capacity (veh/h)204 1129 - - - HCM Lane V/C Ratio 1.481 0.227 - - - HCM Control Delay (s) 284.2 9.1 0 - - HCM Lane LOS F A A - - HCM 95th %tile Q(veh) 18.4 0.9 - - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon IV-7 610 HCM 6th TWSC 2025 Background PM (TWSC) 2: I-81 SB Ramp & Reliance Rd 07/09/2024 Hester Property Synchro 11 Report Wells + Associates Page 2 Intersection Int Delay, s/veh 21.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 444 168 61 382 0000922303 Future Vol, veh/h 0 444 168 61 382 0000922303 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 483 183 66 415 00001002329 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 0 666 0 0 1122 1213 415 Stage 1 ------ 547547- Stage 2 ------ 575666- Critical Hdwy - - - 4.12 - -6.42 6.52 6.22 Critical Hdwy Stg 1 ------5.42 5.52 - Critical Hdwy Stg 2 ------5.42 5.52 - Follow-up Hdwy - - - 2.218 - - 3.518 4.018 3.318 Pot Cap-1 Maneuver 0 - - 923 - 0 228 182 637 Stage 1 0 ----0 580517- Stage 2 0 ----0 563457- Platoon blocked, %- -- Mov Cap-1 Maneuver - - - 923 - -207 0 637 Mov Cap-2 Maneuver ------2070- Stage 1 ------ 5800- Stage 2 ------ 5110- Approach EB WB SB HCM Control Delay, s 0 1.3 76.4 HCM LOS F Minor Lane/Major Mvmt EBT EBR WBL WBTSBLn1 Capacity (veh/h)- - 923 - 429 HCM Lane V/C Ratio - - 0.072 - 1.006 HCM Control Delay (s) - - 9.2 0 76.4 HCM Lane LOS - - A A F HCM 95th %tile Q(veh) - - 0.2 - 12.9 IV-8 611 HCM 6th TWSC 2025 Total Future AM (TWSC) 1: I-81 NB Ramp & Reliance Rd 07/09/2024 Hester Property Synchro 11 Report Wells + Associates Page 1 Intersection Int Delay, s/veh 260.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 241 247 0 0 275 170 346 1 96 0 0 0 Future Vol, veh/h 241 247 0 0 275 170 346 1 96 0 0 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 22222222222 Mvmt Flow 262 268 0 0 299 185 376 1 104 0 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 484 0 - - - 0 1184 1276 268 Stage 1 ------792792- Stage 2 ------392484- Critical Hdwy 4.12 -----6.42 6.52 6.22 Critical Hdwy Stg 1 ------5.42 5.52 - Critical Hdwy Stg 2 ------5.42 5.52 - Follow-up Hdwy 2.218 -----3.518 4.018 3.318 Pot Cap-1 Maneuver 1079 - 0 0 - - ~ 209 167 771 Stage 1 - - 0 0 - - 446 401 - Stage 2 - - 0 0 - - 683 552 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1079 -----~ 1490771 Mov Cap-2 Maneuver ------~ 1490- Stage 1 ------~ 3190- Stage 2 ------6830- Approach EB WB NB HCM Control Delay, s 4.6 0 $ 802.7 HCM LOS F Minor Lane/Major Mvmt NBLn1 EBL EBT WBT WBR Capacity (veh/h)181 1079 - - - HCM Lane V/C Ratio 2.66 0.243 - - - HCM Control Delay (s) $ 802.7 9.4 0 - - HCM Lane LOS F A A - - HCM 95th %tile Q(veh) 41.9 1 - - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon IV-9 612 HCM 6th TWSC 2025 Total Future AM (TWSC) 2: I-81 SB Ramp & Reliance Rd 07/09/2024 Hester Property Synchro 11 Report Wells + Associates Page 2 Intersection Int Delay, s/veh 46.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 415 205 69 550 0000742351 Future Vol, veh/h 0 415 205 69 550 0000742351 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 451 223 75 598 0000802382 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 0 674 0 0 1311 1422 598 Stage 1 ------ 748748- Stage 2 ------ 563674- Critical Hdwy - - - 4.12 - -6.42 6.52 6.22 Critical Hdwy Stg 1 ------5.42 5.52 - Critical Hdwy Stg 2 ------5.42 5.52 - Follow-up Hdwy - - - 2.218 - - 3.518 4.018 3.318 Pot Cap-1 Maneuver 0 - - 917 - 0 175 136 502 Stage 1 0 ----0 468420- Stage 2 0 ----0 570454- Platoon blocked, %- -- Mov Cap-1 Maneuver - - - 917 - -154 0 502 Mov Cap-2 Maneuver ------1540- Stage 1 ------ 4680- Stage 2 ------ 5000- Approach EB WB SB HCM Control Delay, s 0 1 180.3 HCM LOS F Minor Lane/Major Mvmt EBT EBR WBL WBTSBLn1 Capacity (veh/h)- - 917 - 360 HCM Lane V/C Ratio - - 0.082 - 1.289 HCM Control Delay (s) - - 9.3 0 180.3 HCM Lane LOS - - A A F HCM 95th %tile Q(veh) - - 0.3 - 21.2 IV-10 613 HCM 6th TWSC 2025 Total Future PM (TWSC) 1: I-81 NB Ramp & Reliance Rd 07/09/2024 Hester Property Synchro 11 Report Wells + Associates Page 1 Intersection Int Delay, s/veh 109.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 278 308 0 0 266 132 189 4 96 0 0 0 Future Vol, veh/h 278 308 0 0 266 132 189 4 96 0 0 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 22222222222 Mvmt Flow 302 335 0 0 289 143 205 4 104 0 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 432 0 - - - 0 1300 1371 335 Stage 1 ------939939- Stage 2 ------361432- Critical Hdwy 4.12 -----6.42 6.52 6.22 Critical Hdwy Stg 1 ------5.42 5.52 - Critical Hdwy Stg 2 ------5.42 5.52 - Follow-up Hdwy 2.218 -----3.518 4.018 3.318 Pot Cap-1 Maneuver 1128 - 0 0 - - ~ 178 146 707 Stage 1 - - 0 0 - - 380 343 - Stage 2 - - 0 0 - - 705 582 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1128 -----~ 1190707 Mov Cap-2 Maneuver ------~ 1190- Stage 1 ------2550- Stage 2 ------7050- Approach EB WB NB HCM Control Delay, s 4.4 0 $ 475.2 HCM LOS F Minor Lane/Major Mvmt NBLn1 EBL EBT WBT WBR Capacity (veh/h)165 1128 - - - HCM Lane V/C Ratio 1.904 0.268 - - - HCM Control Delay (s) $ 475.2 9.4 0 - - HCM Lane LOS F A A - - HCM 95th %tile Q(veh) 23.6 1.1 - - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon IV-11 614 HCM 6th TWSC 2025 Total Future PM (TWSC) 2: I-81 SB Ramp & Reliance Rd 07/09/2024 Hester Property Synchro 11 Report Wells + Associates Page 2 Intersection Int Delay, s/veh 27.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 493 233 61 394 0000920311 Future Vol, veh/h 0 493 233 61 394 0000920311 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 536 253 66 428 00001000338 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 0 789 0 0 1223 1349 428 Stage 1 ------ 560560- Stage 2 ------ 663789- Critical Hdwy - - - 4.12 - -6.42 6.52 6.22 Critical Hdwy Stg 1 ------5.42 5.52 - Critical Hdwy Stg 2 ------5.42 5.52 - Follow-up Hdwy - - - 2.218 - - 3.518 4.018 3.318 Pot Cap-1 Maneuver 0 - - 831 - 0 198 151 627 Stage 1 0 ----0 572511- Stage 2 0 ----0 512402- Platoon blocked, %- -- Mov Cap-1 Maneuver - - - 831 - -177 0 627 Mov Cap-2 Maneuver ------1770- Stage 1 ------ 5720- Stage 2 ------ 4590- Approach EB WB SB HCM Control Delay, s 0 1.3 108.3 HCM LOS F Minor Lane/Major Mvmt EBT EBR WBL WBTSBLn1 Capacity (veh/h)- - 831 - 397 HCM Lane V/C Ratio - - 0.08 - 1.103 HCM Control Delay (s) - - 9.7 0 108.3 HCM Lane LOS - - A A F HCM 95th %tile Q(veh) - - 0.3 - 15.6 IV-12 615 HCM 6th Signalized Intersection Summary 2025 Background AM (Signalized) 1: I-81 NB Ramp & Reliance Rd 07/09/2024 Hester Property Synchro 11 Report Wells + Associates Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 223 244 0 0 250 170 141 1 96 0 0 0 Future Volume (veh/h) 223 244 0 0 250 170 141 1 96 0 0 0 Initial Q (Qb), veh 000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 0 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 242 265 0 0 272 185 153 1 104 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %220022222 Cap, veh/h 401 419 0 0 701 477 184 1 125 Arrive On Green 0.68 0.68 0.00 0.00 0.68 0.68 0.18 0.18 0.18 Sat Flow, veh/h 501 620 0 0 1038 706 1006 7 684 Grp Volume(v), veh/h 507 000045725800 Grp Sat Flow(s),veh/h/ln 1121 00001743 1697 0 0 Q Serve(g_s), s 19.6 0.0 0.0 0.0 0.0 9.8 12.4 0.0 0.0 Cycle Q Clear(g_c), s 29.4 0.0 0.0 0.0 0.0 9.8 12.4 0.0 0.0 Prop In Lane 0.48 0.00 0.00 0.40 0.59 0.40 Lane Grp Cap(c), veh/h 820 00001178 311 0 0 V/C Ratio(X) 0.62 0.00 0.00 0.00 0.00 0.39 0.83 0.00 0.00 Avail Cap(c_a), veh/h 820 00001178 519 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.88 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 10.8 0.0 0.0 0.0 0.0 6.1 33.4 0.0 0.0 Incr Delay (d2), s/veh 3.1 0.0 0.0 0.0 0.0 1.0 5.7 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.7 0.0 0.0 0.0 0.0 2.8 5.5 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 13.8 0.0 0.0 0.0 0.0 7.0 39.1 0.0 0.0 LnGrp LOS BAAAAADAA Approach Vol, veh/h 507 457 258 Approach Delay, s/veh 13.8 7.0 39.1 Approach LOS B A D Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 63.4 63.4 21.6 Change Period (Y+Rc), s 6.0 6.0 6.0 Max Green Setting (Gmax), s 47.0 47.0 26.0 Max Q Clear Time (g_c+I1), s 31.4 11.8 14.4 Green Ext Time (p_c), s 3.2 2.9 1.2 Intersection Summary HCM 6th Ctrl Delay 16.6 HCM 6th LOS B IV-13 616 HCM 6th Signalized Intersection Summary 2025 Background AM (Signalized) 2: I-81 SB Ramp & Reliance Rd 07/09/2024 Hester Property Synchro 11 Report Wells + Associates Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 394 176 69 320 0000742223 Future Volume (veh/h) 0 394 176 69 320 0000742223 Initial Q (Qb), veh 000000 000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1870 1870 1870 1870 0 1870 1870 1870 Adj Flow Rate, veh/h 0 428 191 75 348 0 80 2 242 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %022220 222 Cap, veh/h 0 792 353 179 799 0 94 2 284 Arrive On Green 0.00 0.65 0.65 0.65 0.65 0.00 0.23 0.23 0.23 Sat Flow, veh/h 0 1225 547 190 1235 0 403 10 1218 Grp Volume(v), veh/h 0 0 619 423 0 0 324 0 0 Grp Sat Flow(s),veh/h/ln 0 0 1772 1425 0 0 1631 0 0 Q Serve(g_s), s 0.0 0.0 14.2 2.0 0.0 0.0 14.3 0.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 14.2 16.2 0.0 0.0 14.3 0.0 0.0 Prop In Lane 0.00 0.31 0.18 0.00 0.25 0.75 Lane Grp Cap(c), veh/h 0 0 1146 978 0 0 381 0 0 V/C Ratio(X)0.00 0.00 0.54 0.43 0.00 0.00 0.85 0.00 0.00 Avail Cap(c_a), veh/h 0 0 1146 978 0 0 533 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.00 0.00 0.94 0.93 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 0.0 7.2 6.3 0.0 0.0 27.5 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 1.7 1.3 0.0 0.0 9.2 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 4.2 2.4 0.0 0.0 6.3 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 0.0 8.9 7.6 0.0 0.0 36.6 0.0 0.0 LnGrp LOS AAAAAA DAA Approach Vol, veh/h 619 423 324 Approach Delay, s/veh 8.9 7.6 36.6 Approach LOS A A D Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 53.0 22.0 53.0 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 41.5 24.5 41.5 Max Q Clear Time (g_c+I1), s 16.2 16.3 18.2 Green Ext Time (p_c), s 4.1 1.3 2.7 Intersection Summary HCM 6th Ctrl Delay 15.1 HCM 6th LOS B IV-14 617 HCM 6th Signalized Intersection Summary 2025 Background PM (Signalized) 1: I-81 NB Ramp & Reliance Rd 07/09/2024 Hester Property Synchro 11 Report Wells + Associates Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 236 300 0 0 265 132 178 4 96 0 0 0 Future Volume (veh/h) 236 300 0 0 265 132 178 4 96 0 0 0 Initial Q (Qb), veh 000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 0 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 257 326 0 0 288 143 193 4 104 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %220022222 Cap, veh/h 372 436 0 0 754 374 220 5 119 Arrive On Green 0.21 0.21 0.00 0.00 0.64 0.64 0.20 0.20 0.20 Sat Flow, veh/h 474 682 0 0 1179 586 1096 23 591 Grp Volume(v), veh/h 583 000043130100 Grp Sat Flow(s),veh/h/ln 1156 00001765 1709 0 0 Q Serve(g_s), s 28.8 0.0 0.0 0.0 0.0 8.8 12.8 0.0 0.0 Cycle Q Clear(g_c), s 37.5 0.0 0.0 0.0 0.0 8.8 12.8 0.0 0.0 Prop In Lane 0.44 0.00 0.00 0.33 0.64 0.35 Lane Grp Cap(c), veh/h 808 00001128 344 0 0 V/C Ratio(X) 0.72 0.00 0.00 0.00 0.00 0.38 0.88 0.00 0.00 Avail Cap(c_a), veh/h 808 00001128 376 0 0 HCM Platoon Ratio 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.82 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 27.7 0.0 0.0 0.0 0.0 6.5 29.1 0.0 0.0 Incr Delay (d2), s/veh 4.6 0.0 0.0 0.0 0.0 1.0 18.9 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 11.8 0.0 0.0 0.0 0.0 2.6 6.8 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 32.3 0.0 0.0 0.0 0.0 7.5 48.0 0.0 0.0 LnGrp LOS C AAAAADAA Approach Vol, veh/h 583 431 301 Approach Delay, s/veh 32.3 7.5 48.0 Approach LOS C A D Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 53.9 53.9 21.1 Change Period (Y+Rc), s 6.0 6.0 6.0 Max Green Setting (Gmax), s 46.5 46.5 16.5 Max Q Clear Time (g_c+I1), s 39.5 10.8 14.8 Green Ext Time (p_c), s 2.3 2.7 0.3 Intersection Summary HCM 6th Ctrl Delay 27.7 HCM 6th LOS C IV-15 618 HCM 6th Signalized Intersection Summary 2025 Background PM (Signalized) 2: I-81 SB Ramp & Reliance Rd 07/09/2024 Hester Property Synchro 11 Report Wells + Associates Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 444 168 61 382 0000920303 Future Volume (veh/h) 0 444 168 61 382 0000920303 Initial Q (Qb), veh 000000 000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1870 1870 1870 1870 0 1870 1870 1870 Adj Flow Rate, veh/h 0 483 183 66 415 0 100 0 329 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %022220 222 Cap, veh/h 0 759 288 128 762 0 111 0 365 Arrive On Green 0.00 0.59 0.59 1.00 1.00 0.00 0.29 0.00 0.29 Sat Flow, veh/h 0 1293 490 125 1297 0 379 0 1248 Grp Volume(v), veh/h 0 0 666 481 0 0 429 0 0 Grp Sat Flow(s),veh/h/ln 0 0 1782 1422 0 0 1627 0 0 Q Serve(g_s), s 0.0 0.0 18.5 7.0 0.0 0.0 19.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 18.5 25.5 0.0 0.0 19.0 0.0 0.0 Prop In Lane 0.00 0.27 0.14 0.00 0.23 0.77 Lane Grp Cap(c), veh/h 0 0 1047 890 0 0 476 0 0 V/C Ratio(X)0.00 0.00 0.64 0.54 0.00 0.00 0.90 0.00 0.00 Avail Cap(c_a), veh/h 0 0 1047 890 0 0 531 0 0 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.00 0.00 0.94 0.94 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 0.0 10.2 1.0 0.0 0.0 25.5 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 2.8 2.2 0.0 0.0 17.4 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 6.2 0.5 0.0 0.0 9.2 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 0.0 13.0 3.2 0.0 0.0 42.8 0.0 0.0 LnGrp LOS AABAAA DAA Approach Vol, veh/h 666 481 429 Approach Delay, s/veh 13.0 3.2 42.8 Approach LOS B A D Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 48.6 26.4 48.6 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 41.5 24.5 41.5 Max Q Clear Time (g_c+I1), s 20.5 21.0 27.5 Green Ext Time (p_c), s 4.3 0.9 2.6 Intersection Summary HCM 6th Ctrl Delay 18.1 HCM 6th LOS B IV-16 619 HCM 6th Signalized Intersection Summary 2025 Total Future AM (Signalized) 1: I-81 NB Ramp & Reliance Rd 07/09/2024 Hester Property Synchro 11 Report Wells + Associates Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 241 247 0 0 275 170 346 1 96 0 0 0 Future Volume (veh/h) 241 247 0 0 275 170 346 1 96 0 0 0 Initial Q (Qb), veh 000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 0 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 262 268 0 0 299 185 376 1 104 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %220022222 Cap, veh/h 303 271 0 0 607 376 403 1 112 Arrive On Green 0.56 0.56 0.00 0.00 0.56 0.56 0.30 0.30 0.30 Sat Flow, veh/h 427 483 0 0 1081 669 1356 4 375 Grp Volume(v), veh/h 530 000048448100 Grp Sat Flow(s),veh/h/ln 910 00001750 1735 0 0 Q Serve(g_s), s 33.5 0.0 0.0 0.0 0.0 14.2 22.9 0.0 0.0 Cycle Q Clear(g_c), s 47.7 0.0 0.0 0.0 0.0 14.2 22.9 0.0 0.0 Prop In Lane 0.49 0.00 0.00 0.38 0.78 0.22 Lane Grp Cap(c), veh/h 574 000098351600 V/C Ratio(X) 0.92 0.00 0.00 0.00 0.00 0.49 0.93 0.00 0.00 Avail Cap(c_a), veh/h 574 000098353100 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.81 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 24.9 0.0 0.0 0.0 0.0 11.3 29.0 0.0 0.0 Incr Delay (d2), s/veh 19.5 0.0 0.0 0.0 0.0 1.8 23.3 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 12.7 0.0 0.0 0.0 0.0 5.0 12.5 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 44.4 0.0 0.0 0.0 0.0 13.1 52.3 0.0 0.0 LnGrp LOS D AAAABDAA Approach Vol, veh/h 530 484 481 Approach Delay, s/veh 44.4 13.1 52.3 Approach LOS D B D Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 53.7 53.7 31.3 Change Period (Y+Rc), s 6.0 6.0 6.0 Max Green Setting (Gmax), s 47.0 47.0 26.0 Max Q Clear Time (g_c+I1), s 49.7 16.2 24.9 Green Ext Time (p_c), s 0.0 3.1 0.4 Intersection Summary HCM 6th Ctrl Delay 36.8 HCM 6th LOS D IV-17 620 HCM 6th Signalized Intersection Summary 2025 Total Future AM (Signalized) 2: I-81 SB Ramp & Reliance Rd 07/09/2024 Hester Property Synchro 11 Report Wells + Associates Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 415 205 69 550 0000742351 Future Volume (veh/h) 0 415 205 69 550 0000742351 Initial Q (Qb), veh 000000 000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1870 1870 1870 1870 0 1870 1870 1870 Adj Flow Rate, veh/h 0 451 223 75 598 0 80 2 382 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %022220 222 Cap, veh/h 0 672 332 108 724 0 87 2 414 Arrive On Green 0.00 0.57 0.57 0.57 0.57 0.00 0.31 0.31 0.31 Sat Flow, veh/h 0 1181 584 95 1272 0 279 7 1331 Grp Volume(v), veh/h 0 0 674 673 0 0 464 0 0 Grp Sat Flow(s),veh/h/ln 0 0 1765 1368 0 0 1617 0 0 Q Serve(g_s), s 0.0 0.0 20.0 14.3 0.0 0.0 20.8 0.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 20.0 34.3 0.0 0.0 20.8 0.0 0.0 Prop In Lane 0.00 0.33 0.11 0.00 0.17 0.82 Lane Grp Cap(c), veh/h 0 0 1004 831 0 0 503 0 0 V/C Ratio(X)0.00 0.00 0.67 0.81 0.00 0.00 0.92 0.00 0.00 Avail Cap(c_a), veh/h 0 0 1004 831 0 0 528 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.00 0.00 0.94 0.88 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 0.0 11.3 14.0 0.0 0.0 25.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 3.4 7.4 0.0 0.0 21.3 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 6.9 7.4 0.0 0.0 10.4 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 0.0 14.6 21.5 0.0 0.0 46.3 0.0 0.0 LnGrp LOS A A B C A A D A A Approach Vol, veh/h 674 673 464 Approach Delay, s/veh 14.6 21.5 46.3 Approach LOS B C D Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 47.2 27.8 47.2 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 41.5 24.5 41.5 Max Q Clear Time (g_c+I1), s 22.0 22.8 36.3 Green Ext Time (p_c), s 4.3 0.5 2.0 Intersection Summary HCM 6th Ctrl Delay 25.3 HCM 6th LOS C IV-18 621 HCM 6th Signalized Intersection Summary 2025 Total Future PM (Signalized) 1: I-81 NB Ramp & Reliance Rd 07/09/2024 Hester Property Synchro 11 Report Wells + Associates Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 278 308 0 0 266 132 189 4 96 0 0 0 Future Volume (veh/h) 278 308 0 0 266 132 189 4 96 0 0 0 Initial Q (Qb), veh 000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 0 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 302 335 0 0 289 143 205 4 104 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %220022222 Cap, veh/h 385 375 0 0 748 370 232 5 118 Arrive On Green 0.21 0.21 0.00 0.00 0.63 0.63 0.21 0.21 0.21 Sat Flow, veh/h 496 592 0 0 1181 584 1121 22 569 Grp Volume(v), veh/h 637 000043231300 Grp Sat Flow(s),veh/h/ln 1088 00001765 1712 0 0 Q Serve(g_s), s 35.0 0.0 0.0 0.0 0.0 8.9 13.3 0.0 0.0 Cycle Q Clear(g_c), s 43.9 0.0 0.0 0.0 0.0 8.9 13.3 0.0 0.0 Prop In Lane 0.47 0.00 0.00 0.33 0.65 0.33 Lane Grp Cap(c), veh/h 760 00001118 354 0 0 V/C Ratio(X) 0.84 0.00 0.00 0.00 0.00 0.39 0.88 0.00 0.00 Avail Cap(c_a), veh/h 760 00001118 377 0 0 HCM Platoon Ratio 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.71 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 31.5 0.0 0.0 0.0 0.0 6.7 28.9 0.0 0.0 Incr Delay (d2), s/veh 7.9 0.0 0.0 0.0 0.0 1.0 20.4 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 13.9 0.0 0.0 0.0 0.0 2.7 7.2 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 39.4 0.0 0.0 0.0 0.0 7.7 49.3 0.0 0.0 LnGrp LOS D AAAAADAA Approach Vol, veh/h 637 432 313 Approach Delay, s/veh 39.4 7.7 49.3 Approach LOS D A D Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 53.5 53.5 21.5 Change Period (Y+Rc), s 6.0 6.0 6.0 Max Green Setting (Gmax), s 46.5 46.5 16.5 Max Q Clear Time (g_c+I1), s 45.9 10.9 15.3 Green Ext Time (p_c), s 0.3 2.7 0.2 Intersection Summary HCM 6th Ctrl Delay 31.7 HCM 6th LOS C IV-19 622 HCM 6th Signalized Intersection Summary 2025 Total Future PM (Signalized) 2: I-81 SB Ramp & Reliance Rd 07/09/2024 Hester Property Synchro 11 Report Wells + Associates Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 493 233 61 394 0000920311 Future Volume (veh/h) 0 493 233 61 394 0000920311 Initial Q (Qb), veh 000000 000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1870 1870 1870 1870 0 1870 1870 1870 Adj Flow Rate, veh/h 0 536 253 66 428 0 100 0 338 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %022220 222 Cap, veh/h 0 700 330 105 634 0 110 0 373 Arrive On Green 0.00 0.58 0.58 1.00 1.00 0.00 0.30 0.00 0.30 Sat Flow, veh/h 0 1201 567 86 1088 0 371 0 1255 Grp Volume(v), veh/h 0 0 789 494 0 0 438 0 0 Grp Sat Flow(s),veh/h/ln 0 0 1768 1174 0 0 1626 0 0 Q Serve(g_s), s 0.0 0.0 25.2 16.1 0.0 0.0 19.4 0.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 25.2 41.3 0.0 0.0 19.4 0.0 0.0 Prop In Lane 0.00 0.32 0.13 0.00 0.23 0.77 Lane Grp Cap(c), veh/h 0 0 1031 739 0 0 483 0 0 V/C Ratio(X)0.00 0.00 0.77 0.67 0.00 0.00 0.91 0.00 0.00 Avail Cap(c_a), veh/h 0 0 1031 739 0 0 531 0 0 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.00 0.00 0.94 0.93 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 0.0 11.8 4.2 0.0 0.0 25.4 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 5.1 4.4 0.0 0.0 18.2 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 8.8 1.0 0.0 0.0 9.5 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 0.0 16.9 8.7 0.0 0.0 43.6 0.0 0.0 LnGrp LOS AABAAA DAA Approach Vol, veh/h 789 494 438 Approach Delay, s/veh 16.9 8.7 43.6 Approach LOS B A D Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 48.2 26.8 48.2 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 41.5 24.5 41.5 Max Q Clear Time (g_c+I1), s 27.2 21.4 43.3 Green Ext Time (p_c), s 4.6 0.9 0.0 Intersection Summary HCM 6th Ctrl Delay 21.3 HCM 6th LOS C IV-20 623 Attachment V Crash Data 624 I‐81 NB Ramps & Reliance RoadDocument Nbr Crash DateCrash Military Time Crash SeverityK_People A_People B_People C_People Persons InjPedestrianPedestrianVehicle Co Collision Type191145223 4/22/2019 1630 PDO. Property Damage Only 000000021. Rear End193435503 12/9/2019 1011 PDO. Property Damage Only 000000021. Rear End212435332 8/14/2021 1841 B. Visible Injury 001120023. Head On212535039 9/8/2021 2236 PDO. Property Damage Only 000000022. AngleV-1 625 I‐81 SB Ramps & Reliance RoadDocument Nbr Crash Date Crash Military Time Crash Severity K_People A_People B_People C_People Persons InjPedestrianPedestrianVehicle CouCollision Type192435102 8/29/2019 1105 B. Visible Injury 001010022. Angle190395051 2/7/2019 1505 PDO. Property Damage Only 000000022. Angle191275105 5/3/2019 1036 PDO. Property Damage Only 000000022. AngleV-2 626 Attachment VI Signal Warrant Analysis 627 I-81 NB Ramps/Reliance Road 07/09/24 2025 Total Future 10:30:38 TEAPAC[Ver 9.50.02] - MUTCD Warrant Analysis Conditions Used for Warrant Analysis 2009 MUTCD Intersection # 1 Major Street Direction EastWest Number of Lanes in North-South direction 1 Number of Lanes in East-West direction 1 Approach speed on major street is greater than 40 mph No Isolated community has population less than 10,000 No Signal will not seriously disrupt progressive traffic flow Yes Trials of other remedies have failed to improve conditions Yes Number of accidents correctable by a signal 1 Peak hour stop sign delay for worst minor approach (veh-hours)20 Number of accidents correctable by a multi-way stop 0 Peak hour average delay for all minor approaches (sec/veh)0 TEAPAC[Ver 9.50.02] - Warrant Analysis for Traffic Signal Warrant 1A Analysis - 8-Hour Minimum Vehicular Volume Start Time 700 1600 1500 1200 1700 1400 1300 800 Req. Minor Volume 443 289 275 268 260 259 248 243 150 Major Volume 933 984 879 700 883 694 700 640 500 Warrant Met? Yes Yes Yes Yes Yes Yes Yes Yes 8 Number of 1-hour periods meeting the warrant 12 Signal will not seriously disrupt progressive traffic flow Yes >> WARRANT 1A IS MET << Warrant 1B Analysis - 8-Hour Interruption of Continuous Traffic Start Time 700 1600 1500 1700 1200 1400 1300 800 Req. Minor Volume 443 289 275 260 268 259 248 243 75 Major Volume 933 984 879 883 700 694 700 640 750 Warrant Met? Yes Yes Yes Yes No No No No 8 Number of 1-hour periods meeting the warrant 4 Signal will not seriously disrupt progressive traffic flow Yes >> WARRANT 1B IS NOT MET << VI-1 628 I-81 NB Ramps/Reliance Road 07/09/24 2025 Total Future 10:30:38 TEAPAC[Ver 9.50.02] - Warrant Analysis for Traffic Signal Warrant 1A Analysis (80%) - 8-Hour Minimum Vehicular Volume Start Time 700 1600 1500 1200 1700 1400 1300 800 Req. Minor Volume 443 289 275 268 260 259 248 243 120 Major Volume 933 984 879 700 883 694 700 640 400 Warrant Met? Yes Yes Yes Yes Yes Yes Yes Yes 8 Number of 1-hour periods meeting the warrant 13 Warrant 1B Analysis (80%) - 8-Hour Interruption of Continuous Traf Start Time 700 1600 1500 1200 1700 1400 1300 800 Req. Minor Volume 443 289 275 268 260 259 248 243 60 Major Volume 933 984 879 700 883 694 700 640 600 Warrant Met? Yes Yes Yes Yes Yes Yes Yes Yes 8 Number of 1-hour periods meeting the warrant 10 Warrant 1C Analysis - 8-Hour Combination of Warrants 80% of Warrants 1A and 1B are met Yes Signal will not seriously disrupt progressive traffic flow Yes Trials of other remedies have failed to reduce delays Yes >> WARRANT 1C IS MET << Warrant 2 Analysis - 4-Hour Vehicular Volume Start Time 700 1600 1500 1200 1700 1400 1300 800 Req. Minor Volume 443 289 275 268 260 259 248 243 Minor Reqrmt 117 104 131 180 130 182 180 201 <-- Warrant Met? Yes Yes Yes Yes Yes Yes Yes Yes 4 Number of 1-hour periods meeting the warrant 11 Signal will not seriously disrupt progressive traffic flow Yes >> WARRANT 2 IS MET << VI-2 629 I-81 NB Ramps/Reliance Road 07/09/24 2025 Total Future 10:30:38 TEAPAC[Ver 9.50.02] - Warrant Analysis for Traffic Signal Warrant 3A Analysis - Peak Hour Delay Start Time 700 1600 1500 1200 1700 1400 1300 800 Req. Minor Volume 443 289 275 268 260 259 248 243 100 Total Volume 1376 1273 1154 968 1143 953 948 883 650 Warrant Met? Yes Yes Yes Yes Yes Yes Yes Yes 1 Number of 1-hour periods meeting the warrant 13 Signal will not seriously disrupt progressive traffic flow Yes Delay for worst minor approach (must be at least 4 veh-hours)20 >> WARRANT 3A IS MET << Warrant 3B Analysis - Peak Hour Volume Start Time 700 1600 1500 1700 1200 1400 1300 800 Req. Minor Volume 443 289 275 260 268 259 248 243 Minor Reqrmt 225 210 244 243 320 323 320 350 <-- Warrant Met? Yes Yes Yes Yes No No No No 1 Number of 1-hour periods meeting the warrant 4 Signal will not seriously disrupt progressive traffic flow Yes >> WARRANT 3B IS MET << Warrant 7 Analysis - Crash Experience 80% of Warrant 1A or 1B is met Yes Signal will not seriously disrupt progressive traffic flow Yes Trials of other remedies have failed to reduce accidents Yes Number of correctable accidents (must be 5 or more per year)1 >> WARRANT 7 IS NOT MET << Summary of MUTCD Traffic Signal Warrant Analysis Warrant 1A 8-Hour Minimum Vehicular Volume MET Warrant 1B 8-Hour Interruption of Continuous Traffic NOT MET Warrant 1C 8-Hour Combination of Warrants MET Warrant 2 4-Hour Vehicular Volume MET Warrant 3A Peak Hour Delay MET Warrant 3B Peak Hour Volume MET Warrant 7 Crash Experience NOT MET >> Traffic Signal Warrant is MET << VI-3 630 I-81 SB Ramps/Reliance Road 07/09/24 2025 Total Future 10:31:58 TEAPAC[Ver 9.50.02] - MUTCD Warrant Analysis Conditions Used for Warrant Analysis 2009 MUTCD Intersection # 1 Major Street Direction EastWest Number of Lanes in North-South direction 1 Number of Lanes in East-West direction 1 Approach speed on major street is greater than 40 mph No Isolated community has population less than 10,000 No Signal will not seriously disrupt progressive traffic flow Yes Trials of other remedies have failed to improve conditions Yes Number of accidents correctable by a signal 3 Peak hour stop sign delay for worst minor approach (veh-hours)12 Number of accidents correctable by a multi-way stop 0 Peak hour average delay for all minor approaches (sec/veh)0 TEAPAC[Ver 9.50.02] - Warrant Analysis for Traffic Signal Warrant 1A Analysis - 8-Hour Minimum Vehicular Volume Start Time 700 1600 1700 1500 1200 1400 1100 1800 Req. Minor Volume 427 403 398 368 317 315 312 310 150 Major Volume 1239 1181 1143 1153 1002 963 880 776 500 Warrant Met? Yes Yes Yes Yes Yes Yes Yes Yes 8 Number of 1-hour periods meeting the warrant 13 Signal will not seriously disrupt progressive traffic flow Yes >> WARRANT 1A IS MET << Warrant 1B Analysis - 8-Hour Interruption of Continuous Traffic Start Time 700 1600 1700 1500 1200 1400 1100 1800 Req. Minor Volume 427 403 398 368 317 315 312 310 75 Major Volume 1239 1181 1143 1153 1002 963 880 776 750 Warrant Met? Yes Yes Yes Yes Yes Yes Yes Yes 8 Number of 1-hour periods meeting the warrant 12 Signal will not seriously disrupt progressive traffic flow Yes >> WARRANT 1B IS MET << VI-4 631 I-81 SB Ramps/Reliance Road 07/09/24 2025 Total Future 10:31:58 TEAPAC[Ver 9.50.02] - Warrant Analysis for Traffic Signal Warrant 1A Analysis (80%) - 8-Hour Minimum Vehicular Volume Start Time 700 1600 1700 1500 1200 1400 1100 1800 Req. Minor Volume 427 403 398 368 317 315 312 310 120 Major Volume 1239 1181 1143 1153 1002 963 880 776 400 Warrant Met? Yes Yes Yes Yes Yes Yes Yes Yes 8 Number of 1-hour periods meeting the warrant 13 Warrant 1B Analysis (80%) - 8-Hour Interruption of Continuous Traf Start Time 700 1600 1700 1500 1200 1400 1100 1800 Req. Minor Volume 427 403 398 368 317 315 312 310 60 Major Volume 1239 1181 1143 1153 1002 963 880 776 600 Warrant Met? Yes Yes Yes Yes Yes Yes Yes Yes 8 Number of 1-hour periods meeting the warrant 13 Warrant 1C Analysis - 8-Hour Combination of Warrants 80% of Warrants 1A and 1B are met Yes Signal will not seriously disrupt progressive traffic flow Yes Trials of other remedies have failed to reduce delays Yes >> WARRANT 1C IS MET << Warrant 2 Analysis - 4-Hour Vehicular Volume Start Time 700 1600 1700 1500 1200 1400 1100 1800 Req. Minor Volume 427 403 398 368 317 315 312 310 Minor Reqrmt 80 81 83 82 100 109 131 161 <-- Warrant Met? Yes Yes Yes Yes Yes Yes Yes Yes 4 Number of 1-hour periods meeting the warrant 13 Signal will not seriously disrupt progressive traffic flow Yes >> WARRANT 2 IS MET << VI-5 632 I-81 SB Ramps/Reliance Road 07/09/24 2025 Total Future 10:31:58 TEAPAC[Ver 9.50.02] - Warrant Analysis for Traffic Signal Warrant 3A Analysis - Peak Hour Delay Start Time 700 1600 1700 1500 1200 1400 1100 1800 Req. Minor Volume 427 403 398 368 317 315 312 310 100 Total Volume 1666 1584 1541 1521 1319 1278 1192 1086 650 Warrant Met? Yes Yes Yes Yes Yes Yes Yes Yes 1 Number of 1-hour periods meeting the warrant 13 Signal will not seriously disrupt progressive traffic flow Yes Delay for worst minor approach (must be at least 4 veh-hours)12 >> WARRANT 3A IS MET << Warrant 3B Analysis - Peak Hour Volume Start Time 700 1600 1700 1500 1200 1400 1100 1800 Req. Minor Volume 427 403 398 368 317 315 312 310 Minor Reqrmt 140 155 164 162 204 216 244 290 <-- Warrant Met? Yes Yes Yes Yes Yes Yes Yes Yes 1 Number of 1-hour periods meeting the warrant 10 Signal will not seriously disrupt progressive traffic flow Yes >> WARRANT 3B IS MET << Warrant 7 Analysis - Crash Experience 80% of Warrant 1A or 1B is met Yes Signal will not seriously disrupt progressive traffic flow Yes Trials of other remedies have failed to reduce accidents Yes Number of correctable accidents (must be 5 or more per year)3 >> WARRANT 7 IS NOT MET << Summary of MUTCD Traffic Signal Warrant Analysis Warrant 1A 8-Hour Minimum Vehicular Volume MET Warrant 1B 8-Hour Interruption of Continuous Traffic MET Warrant 1C 8-Hour Combination of Warrants MET Warrant 2 4-Hour Vehicular Volume MET Warrant 3A Peak Hour Delay MET Warrant 3B Peak Hour Volume MET Warrant 7 Crash Experience NOT MET >> Traffic Signal Warrant is MET << VI-6 633 VDOT Signal Justification Report Template - Version 2.0 - December 2019 Appendix B: VJuST Input and Results Worksheets 634 Project Title: E-W Facility: N-S Facility: Date: Through Right Eastbound 247 0 3.00% Westbound 275 170 3.00% Northbound 1 96 3.00% Southbound 0 0 3.00% Adjustment Factor 0.80 0.95 0.85 Suggested U - 0.8 L - 0.95 0.85 Through Right Approach Eastbound 254 0 502 Westbound 283 175 458 Northbound 1 99 456 Southbound 0 0 0 July 8, 2024 Equivalent Passenger Car Volume Volume (pc/hr) Traffic Volume Demand Truck Percent (%) Truck to PCE Factor Critical Lane Volume Suggested = 2.00 Direction 1 truck = X Passenger Car Equivalents Conversion of U-turning vehicles to equivalent through vehicles Truck to PCE Factor 1600 VDOT Junction Screening Tool Input Worksheet 2025 Total Future AM Reliance Road I-81 NB Ramps Volume (veh/hr) 2.00 U-Turn / Left Notes: U-turn Adjustment Factor Conversion of left-turning vehicles to equivalent through vehicles 241 0 346 U-Turn / Left Critical Lane Volume Sum Limit Right-turn Adjustment Factor Conversion of right-turning vehicles to equivalent through vehicles Left-turn Adjustment Factor Saturation value for critical lane volume sum at an intersection 0 0 248 0 356 1B-1 635 # Intersections Information Consider?Justification 1 Conventional -Y 2 Bowtie Link N 3 Center Turn Overpass Link N 4 Continuous Green-T Link N 5 Echelon Link N 6 Full Displaced Left Turn Link N 7 Median U-Turn Link N 8 Partial Displaced Left Turn Link N 9 Partial Median U-Turn Link N 10 Quadrant Roadway N-E Link N 11 Quadrant Roadway N-W Link N 12 Quadrant Roadway S-E Link N 13 Quadrant Roadway S-W Link N 14 Restricted Crossing U-Turn Link N 15 Single Loop Link N 16 Split Intersection Link N 17 Thru-Cut Link N 18 50 Mini Roundabout Link N 19 75 Mini Roundabout Link N 20 Roundabout Link Y 21 Two-Way Stop Control -Y # Interchanges Information Consider? Justification 22 Traditional Diamond Link N 23 Contraflow Left Link N 24 Displaced Left Turn Link N 25 Diverging Diamond Link N 26 Double Roundabout Link N 27 Michigan Urban Diamond Link N 28 Partial Cloverleaf Link N 29 Single Point Link N 30 Single Roundabout Link N Indicate with a "Y" or "N" if each intersection or interchange configuration should or should not be considered. Use the information links for guidance. Then, click the "Show/Hide Configurations button" to hide the worksheets for the configurations that will not be considered. Possible Configurations VDOT Junction Screening Tool Signalized Intersections Unsignalized Intersections 2B-2 636 Intersections Direction TwoDirList FourDirList EchelonList TwoDirList TwoDirList TwoDirList TwoDirList SingleLoopList TwoDirList TwoDirList TwoDirList Interchanges Direction TwoDirList Base Number of Through Lanes Enter a base number of through lanes for each direction. The number of through lanes entered will populate on each non-roundabout lane configuration worksheet. This tool also allows the user to enter the number of through lanes on the lane configuration worksheets directly. This base number may be overwritten on individual lane configuration worksheets. Turn lanes, shared lanes, and channelized lanes must still be entered in each lane configuration worksheet. Eastbound Westbound Northbound Southbound 1 1 1 1 N/A N/A N/A Question N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A All Bowtie Continuous Green-T Echelon Median U-Turn Partial Displaced Left Turn Thru-Cut Single Loop Split Intersection N/A N/A Partial Median U-Turn Restricted Crossing U-Turn N/AN/A VDOT Junction Screening Tool Directional Questions and Base Lane Configurations Before entering a base number of through lanes for each direction, answer all applicable directional question for each intersection or interchange configuration selected for consideration. Navigate to the lane configuration worksheet for example diagrams, if provided. N/A N/A Question N/A N/A 3B-3 637 U-Turn / Left Through Right 241 247 0 0 275 170 346 1 96 000 Volumes (veh/hr) Eastbound Northbound Westbound Southbound VDOT Junction Screening Tool Results Worksheet Intersection Results Project Title: EW Facility: NS Facility: Date: General Information 2025 Total Future AM Reliance Road I-81 NB Ramps July 8, 2024 General Instructions: All intersection and interchange configurations have a default assumption of one exclusive lane per movement. No results shall be interpreted until the user has verified the lane configurations on each worksheet.CongestionPedestrianSafetyNotes Type Dir Maximum V/C Accommodation Compared to Conventional Weighted Total Conflict Points Conventional -0.76 48 Roundabout -0.62 8 Two-Way Stop Control -2.07 48 *The continuous green-T is the only three-legged innovative intersection in this tool. To compare the continuous green-T to other innovative intersections, conflicts corresponding with the fourth leg must be removed. This has been done for the conventional intersection. Conflict point diagrams for three-legged and four-legged conventional intersections have been provided on the conventional intersection worksheet for reference. 1B-4 638 Interchange ResultsCongestionPedestrianSafety Notes Type Dir Maximum V/C Accommodation Compared to Traditional Diamond Weighted Total Conflict Points Congestion Pedestrian Safety Information The maximum v/c ratio represents the worst v/c of all zones that make up an intersection. Compares the potential of each design to accommodate pedestrians based on safety, wayfinding, and delay. Potential is qualitatively defined as better (+), similar (blank cell), or worse (-) than a conventional intersection or traditional diamond interchange. Weighted Total = (2 x Crossing Conflicts) + Merging Conflicts + Diverging Conflicts 2B-5 639 Conventional Conventional EW Split? FALSENS Split? FALSE NS Facility:I-81 NB Ramps VOLUME / CAPACITY RATIO:0.76 N DESIGN AND RESULTS DATA INPUT AND CONFIGURATION Project Name:2025 Total Future AM Critical Lane Volume Sum Date:July 8, 2024 EW Facility:Reliance Road < 1200 1200 - 1399 1400 - 1599 ≥ 1600 No Shared ? Shared ? Yes Yes SB Critical Vol473 Channelized w/ Rcv Lane? Enter the lane configurations in the yellow cells. S Channelized w/ Rcv Lane? Shared ? WE No 0.76 V / C 1223 pcph pcph pcph 000 0pcphYes 000 EB Critical Vol489 Yes Shared ?pcph00No Channelized w/ Rcv Lane?0Yes Shared ?pcph00pcph750489pcph0Shared ? Yes 0 473 011223 0010 pcph1 Merging 1 Diverging 1 Weighted Total Conflict Points 48 Safety - Conflict Point Diagram (Three Legs) Weighted Total Conflict Points 12 Diverging 3 Total 9 Conflict Type Weight Crossing 2 Merging 1 Diverging Conflict Type Total Note: This diagram does not reflect the actual lane configuration of the intersection Safety - Conflict Point Diagram Weight Crossing 2 Conflict Type Count Crossing Merging Diverging 16 8 8 32 WB Critical Vol750 NB Critical Vol0 Conflict Type Count Crossing 3 Merging 3 Yes Yes Channelized w/ Rcv Lane? pcph pcph pcph Shared ? Shared ? No 1Zone 5 Zone 5 Back to Results VDOT JUNCTION SCREENING TOOL Ver 1.0 1 B-6 640 1111● The number of circulaƟng lanes in one quadrant is assumed to be equal to the number of exiting lanes in the next quadrant.● The roundabout is limited to a maximum of two entry lanes and two circulating lanes.● All leŌ-turning vehicles are assumed to stay in the innermost lane unƟl exiting the roundabout.● This worksheet does not use the CLV methodology. The calculaƟons are based on the HCM 6th Edition.Predicted approach capacityPredicted approach capacitySlip Lane?NoPredicted approach capacityLane 2EBSafety - Conflict Point DiagramConflict Type CountCrossing 0Merging8Conflict Type WeightCrossingLane 10.36WESPredicted approach capacityLane 1Lane 2V/CV/C Lane 2Lane 10.62V/CLane 2 V/CV/CV/C Lane 10.55V/C2025 Total Future AMCritical Lane Volume SumI-81 NB RampsV/CJuly 8, 2024VOLUME / CAPACITY RATIO:0.62N0WB2Total 8Slip Lane?AssumptionsSBNumber of Entry LanesWeighted Total Conflict PointsMergingDiverging 11Diverging 44Number of Circulating Lanes1pcph 248Slip Lane?Number of Entry Lanes1Number of Circulating LanesNumber of Entry Lanes0pcphpcph0100pcph pcphDESIGN AND RESULTSDATA INPUT AND CONFIGURATIONCAPACITY CALCULATIONS0.50Lane CapacityEW Facility:Reliance Road< 12001200 - 1399 1400 - 1599≥ 16001175pcphThrough lane utilization factor283pcphProject Name:NS Facility:Enter the lane configurations in the yellow cells.Date:2pcph pcph V/C RATIO V/C RATIO639 SBWBConflicting flow0 458pcphNoNumber of Circulating Lanes1pcph 502V/C RATIO0.36745V/C RATIOpcphConflicting flow60510.62V/C RATIO21Conflicting flow Number of Circulating LanesNoSlip Lane?1Through lane utilization factor Number of Entry Lanes0 254 248 pcph V/C RATIONo110.50pcphConflicting flow502EBLane Capacity 1380V/C RATIOpcph 254356 1 99827356pcph pcph pcph pcph 0Number of Entry LanesNumber of Circulating LanesLane A B11-1380 0.001021420 0.00085-2121NBThrough lane utilization factor0.000910.000911420Right12Lane Capacity0.509911 1Lane Capacity175283122Left135010.50Through lane utilization factor0Left1420RoundaboutRoundaboutRoundaboutEQUATION: A x exp(-B x Q)10.55456pcphV/C RATIONB0.000920.000851420Right22Zone 1Zone 3Zone 2Zone 4Backto ResultsVDOT JUNCTION SCREENING TOOLVer 1.01B-7 641 Priority MVMTRank1 EBL 2 1 2 241 0 Yes0.03vc,1445.00tc,14.13tf,12.23cp,11109.88cm,11109.881 1109.8810.222EBT1 4 2 0 0 Yes0.03vc,4247.00tc,44.13tf,42.23cp,41313.03cm,41313.032 1800.0020.143 EBR 1 7 3 346 0 Yes Yes 0.03vc,71089.00tc,76.43tf,73.53cp,7237.37cm,7177.6313 1500.0030.004WBL2 80 1vc,8tc,8tf,8cp,8cm,804 1313.0340.005WBT1 9 2 96 0 Yes Yes 0.03vc,9247.00tc,96.23tf,93.33cp,9789.29cm,9789.2915 1800.0050.156WBR1 100 0 0vc,10tc,10tf,10cp,10cm,1006 1500.0060.117NBL3 110 0vc,11tc,11tf,11cp,11cm,110--------NBT012 000vc,120.00tc,12tf,12cp,12cm,1207-8-9 213.587-8-9 2.079NBR2--------SBL 0 2 1 247 10.03vc,I,7729.00tc,I,75.43-- -- 0.00SBT0 3 1 0 0 Yes No 0.03vc,II,7360.00tc,II,75.4311 11 0.00StopsSBR 0 5 1 275 10.03vc,I,8729.00tc,I,8cp,I,7475.62cm,I,7355.91cm,7177.63----0.0016 1 170 0 Yes No 0.03vc,II,8445.00tc,II,8cp,II,7703.74cm,II,7703.74cm,8#VALUE!MAJOR MINORvc,I,10tc,I,10cp,I,8cm,I,8cm,10EB NBvc,II,10tc,II,10cp,II,8cm,II,8cm,11WBvc,I,11tc,I,11cp,I,10cm,I,10vc,II,11tc,II,11cp,II,10cm,II,102cp,I,11cm,I,11TRUEcp,II,11cm,II,11TRUEy70.63cT,7262.27y8cT,8y10cT,10y11cT,11p0,10.78p0,41.00a0.91p*0,10.75p0,80.00p0,90.88p*0,41.00p0,111.00p0,121.00p"70.748p'70.81fp,70.81p"10p'10#VALUE!fp,10#VALUE!x1i,1+20.14x4i,1+20.27ThroughRightf80.75f110.75f70.75f100.75fI,80.75fII,81.00p0,I,81.00fI,111.00fII,110.75p0,I,111.00fI,70.75fII,71.00fI.101.00fII.100.66Two StageOne StageTwo-Way Stop Control (TWSC)Two-Way Stop Control (TWSC)Two-Way Stop Control (TWSC)Intersection V/C2.07Shared Movement CapacitiesMovementCapacitiesPotentialCapacitiesFollow-UpHeadwaysCritical HeadwaysConflicting FlowsPriority Flow Rates Lanes Shared?Stop controlled?Truck %DESIGN AND RESULTSDATA INPUT AND CONFIGURATIONProject Name:0Stop-controlled approachesMvmt 4, shared leftMvmt 7, 4-legMvmt 10, 4-legNoApproach Stop Controlled?OneNS Major?Major street lanesM1 Shared?M4 Shared?Mvmt 1, excl leftMvmt 4, excl leftFALSENumber of Lanes00170vphShared?Yes1Mvmt 1, shared leftvph● This worksheet does not use the CLV methodology. The calculaƟons are based on the HCM, 6th Edition. The calculations are based on vehicles per hour.HCM 6 CALCULATIONSStep 1: Identify which approaches are stop-controlled by selecting "Yes" from the drop-down box.Step 2: Enter the lane configurations in the yellow cells.Approach Stop Controlled?No2.07YesShared?Shared?YesYesOne or two-stage minor street left and through movments*?001Safety - Conflict Point DiagramAssumptionsApproach Stop Controlled?YesYes YesShared?Note: This diagram does not reflect the actual lane configuration of the intersectionShared?Conflict Type CountCrossing 16Total 32Diverging 1Diverging 848Conflict Type WeightWeighted Total Conflict PointsCrossing 2Merging 8Merging 12025 Total Future AMCritical Lane Volume SumYesApproach Stop Controlled?I-81 NB RampsVOLUME / CAPACITY RATIO:NDate:July 8, 2024EW Facility:Reliance Road< 12001200 - 1399 1400 - 1599≥ 1600NS Facility:WESNumber of Lanes Stop-controlled approavph vph vph00vph1100 Shared?241 0 0 Shared?Yes01Stop-controlled approaNumber of Lanes247 Yes1 Number of Lanes1Shared?vph 0 0 Stop-controlled approachesvph 0 0Movement CapacitiesMovement V/COne storage space in median (nm = 1) for two-stage turns*Assumption:Rank18001500960vph vph10vph0113460275vphSaturation Flow Rates213.580.00NoTwo-Stage Movement CapacitiesSingle-Stage Movement CapacitiesV/C Not Reported for Any Movements?Two-Stage Potential CapacitiesZone 5Backto ResultsVDOT JUNCTION SCREENING TOOLVer 1.01B-8 642 Project Title: E-W Facility: N-S Facility: Date: Through Right Eastbound 308 0 3.00% Westbound 266 132 3.00% Northbound 4 96 3.00% Southbound 0 0 3.00% Adjustment Factor 0.80 0.95 0.85 Suggested U - 0.8 L - 0.95 0.85 Through Right Approach Eastbound 317 0 603 Westbound 274 136 410 Northbound 4 99 298 Southbound 0 0 0 278 0 189 U-Turn / Left Critical Lane Volume Sum Limit Right-turn Adjustment Factor Conversion of right-turning vehicles to equivalent through vehicles Left-turn Adjustment Factor Saturation value for critical lane volume sum at an intersection 0 0 286 0 195 1 truck = X Passenger Car Equivalents Conversion of U-turning vehicles to equivalent through vehicles Truck to PCE Factor 1600 VDOT Junction Screening Tool Input Worksheet 2025 Total Future PM Reliance Road I-81 NB Ramps Volume (veh/hr) 2.00 U-Turn / Left Notes: U-turn Adjustment Factor Conversion of left-turning vehicles to equivalent through vehicles July 8, 2024 Equivalent Passenger Car Volume Volume (pc/hr) Traffic Volume Demand Truck Percent (%) Truck to PCE Factor Critical Lane Volume Suggested = 2.00 Direction 1B-9 643 # Intersections Information Consider?Justification 1 Conventional -Y 2 Bowtie Link N 3 Center Turn Overpass Link N 4 Continuous Green-T Link N 5 Echelon Link N 6 Full Displaced Left Turn Link N 7 Median U-Turn Link N 8 Partial Displaced Left Turn Link N 9 Partial Median U-Turn Link N 10 Quadrant Roadway N-E Link N 11 Quadrant Roadway N-W Link N 12 Quadrant Roadway S-E Link N 13 Quadrant Roadway S-W Link N 14 Restricted Crossing U-Turn Link N 15 Single Loop Link N 16 Split Intersection Link N 17 Thru-Cut Link N 18 50 Mini Roundabout Link N 19 75 Mini Roundabout Link N 20 Roundabout Link Y 21 Two-Way Stop Control -Y # Interchanges Information Consider? Justification 22 Traditional Diamond Link N 23 Contraflow Left Link N 24 Displaced Left Turn Link N 25 Diverging Diamond Link N 26 Double Roundabout Link N 27 Michigan Urban Diamond Link N 28 Partial Cloverleaf Link N 29 Single Point Link N 30 Single Roundabout Link N Unsignalized Intersections Indicate with a "Y" or "N" if each intersection or interchange configuration should or should not be considered. Use the information links for guidance. Then, click the "Show/Hide Configurations button" to hide the worksheets for the configurations that will not be considered. Possible Configurations VDOT Junction Screening Tool Signalized Intersections 2B-10 644 Intersections Direction TwoDirList FourDirList EchelonList TwoDirList TwoDirList TwoDirList TwoDirList SingleLoopList TwoDirList TwoDirList TwoDirList Interchanges Direction TwoDirList N/AN/A VDOT Junction Screening Tool Directional Questions and Base Lane Configurations Before entering a base number of through lanes for each direction, answer all applicable directional question for each intersection or interchange configuration selected for consideration. Navigate to the lane configuration worksheet for example diagrams, if provided. N/A N/A Question N/A N/A N/A N/A N/A All Bowtie Continuous Green-T Echelon Median U-Turn Partial Displaced Left Turn Thru-Cut Single Loop Split Intersection N/A N/A Partial Median U-Turn Restricted Crossing U-Turn N/A N/A N/A N/A N/A N/A N/A N/A Question N/A N/A N/A Southbound 1 1 1 1 Base Number of Through Lanes Enter a base number of through lanes for each direction. The number of through lanes entered will populate on each non-roundabout lane configuration worksheet. This tool also allows the user to enter the number of through lanes on the lane configuration worksheets directly. This base number may be overwritten on individual lane configuration worksheets. Turn lanes, shared lanes, and channelized lanes must still be entered in each lane configuration worksheet. Eastbound Westbound Northbound 3B-11 645 U-Turn / Left Through Right 278 308 0 0 266 132 189 4 96 000 2025 Total Future PM Reliance Road I-81 NB Ramps July 8, 2024 General Instructions: All intersection and interchange configurations have a default assumption of one exclusive lane per movement. No results shall be interpreted until the user has verified the lane configurations on each worksheet. VDOT Junction Screening Tool Results Worksheet Intersection Results Project Title: EW Facility: NS Facility: Date: General Information Volumes (veh/hr) Eastbound Northbound Westbound Southbound CongestionPedestrianSafetyNotes Type Dir Maximum V/C Accommodation Compared to Conventional Weighted Total Conflict Points Conventional -0.75 48 Roundabout -0.49 8 Two-Way Stop Control -1.43 48 *The continuous green-T is the only three-legged innovative intersection in this tool. To compare the continuous green-T to other innovative intersections, conflicts corresponding with the fourth leg must be removed. This has been done for the conventional intersection. Conflict point diagrams for three-legged and four-legged conventional intersections have been provided on the conventional intersection worksheet for reference. 1B-12 646 Interchange ResultsCongestionPedestrianSafety Notes Type Dir Maximum V/C Accommodation Compared to Traditional Diamond Weighted Total Conflict Points Congestion Pedestrian Safety Information The maximum v/c ratio represents the worst v/c of all zones that make up an intersection. Compares the potential of each design to accommodate pedestrians based on safety, wayfinding, and delay. Potential is qualitatively defined as better (+), similar (blank cell), or worse (-) than a conventional intersection or traditional diamond interchange. Weighted Total = (2 x Crossing Conflicts) + Merging Conflicts + Diverging Conflicts 2B-13 647 WB Critical Vol889 NB Critical Vol0 Conflict Type Count Crossing 3 Merging 3 Yes Yes Channelized w/ Rcv Lane? pcph pcph pcph Shared ? Shared ? No 1Note: This diagram does not reflect the actual lane configuration of the intersection Safety - Conflict Point Diagram Weight Crossing 2 Conflict Type Count Crossing Merging Diverging 16 8 8 32 1 Merging 1 Diverging 1 Weighted Total Conflict Points 48 Safety - Conflict Point Diagram (Three Legs) Weighted Total Conflict Points 12 Diverging 3 Total 9 Conflict Type Weight Crossing 2 Merging 1 Diverging Conflict Type Total 434pcph0Shared ? Yes 0 315 011204 0010 pcphYes Shared ?pcph00No Channelized w/ Rcv Lane?0Yes Shared ?pcph00pcph889S Channelized w/ Rcv Lane? Shared ? WE No 0.75 V / C 1204 pcph pcph pcph 000 0pcphYes 000 EB Critical Vol434 1400 - 1599 ≥ 1600 No Shared ? Shared ? Yes Yes SB Critical Vol315 Channelized w/ Rcv Lane? Enter the lane configurations in the yellow cells. Conventional Conventional EW Split? FALSENS Split? FALSE NS Facility:I-81 NB Ramps VOLUME / CAPACITY RATIO:0.75 N DESIGN AND RESULTS DATA INPUT AND CONFIGURATION Project Name:2025 Total Future PM Critical Lane Volume Sum Date:July 8, 2024 EW Facility:Reliance Road < 1200 1200 - 1399 Zone 5 Zone 5 Back to Results VDOT JUNCTION SCREENING TOOL Ver 1.0 1 B-14 648 1111RoundaboutRoundaboutRoundaboutEQUATION: A x exp(-B x Q)40.40298pcphV/C RATIONB0.000920.000851420Right22Lane Capacity136274122Left135010.50Through lane utilization factor0Left1420 0.000910.000911420Right12Lane Capacity0.509911 1 pcph 0Number of Entry LanesNumber of Circulating LanesLane A B11-1380 0.001021420 0.00085-2121NBThrough lane utilization factorpcph 317195 4 99746195pcph pcph pcph pcph V/C RATIONo110.50pcphConflicting flow603EBLane Capacity 1380V/C RATIONumber of Circulating LanesNoSlip Lane?1Through lane utilization factor Number of Entry Lanes0 317 286 pcph 603V/C RATIO0.44841V/C RATIOpcphConflicting flow48510.49V/C RATIO21Conflicting flow 0 410pcphNoNumber of Circulating Lanes1469SBWBConflicting flow2pcph pcph V/C RATIO V/C RATIO DESIGN AND RESULTSDATA INPUT AND CONFIGURATIONCAPACITY CALCULATIONS0.50Lane CapacityEW Facility:Reliance Road< 12001200 - 1399 1400 - 1599≥ 16001136pcphThrough lane utilization factor274pcphProject Name:NS Facility:Enter the lane configurations in the yellow cells.Date:Slip Lane?Number of Entry Lanes1Number of Circulating LanesNumber of Entry Lanes0pcphpcph0100pcph pcphWB2Total 8Slip Lane?AssumptionsSBNumber of Entry LanesWeighted Total Conflict PointsMergingDiverging 11Diverging 44Number of Circulating Lanes1pcph 286 2025 Total Future PMCritical Lane Volume SumI-81 NB RampsV/CJuly 8, 2024VOLUME / CAPACITY RATIO:0.49N00.44WESPredicted approach capacityLane 1Lane 2V/CV/C Lane 2Lane 10.49V/CLane 2 V/CV/CV/C Lane 10.40V/C● The number of circulaƟng lanes in one quadrant is assumed to be equal to the number of exiting lanes in the next quadrant.● The roundabout is limited to a maximum of two entry lanes and two circulating lanes.● All leŌ-turning vehicles are assumed to stay in the innermost lane unƟl exiting the roundabout.● This worksheet does not use the CLV methodology. The calculaƟons are based on the HCM 6th Edition.Predicted approach capacityPredicted approach capacitySlip Lane?NoPredicted approach capacityLane 2EBSafety - Conflict Point DiagramConflict Type CountCrossing 0Merging8Conflict Type WeightCrossingLane 1Zone 1Zone 3Zone 2Zone 4Backto ResultsVDOT JUNCTION SCREENING TOOLVer 1.01B-15 649 Priority MVMTRank1 EBL 2 1 2 278 0 Yes0.03vc,1398.00tc,14.13tf,12.23cp,11155.19cm,11155.191 1155.1910.242EBT1 4 2 0 0 Yes0.03vc,4308.00tc,44.13tf,42.23cp,41246.93cm,41246.932 1800.0020.173 EBR 1 7 3 189 0 Yes Yes 0.03vc,71196.00tc,76.43tf,73.53cp,7204.66cm,7145.2413 1500.0030.004WBL2 80 1vc,8tc,8tf,8cp,8cm,804 1246.9340.005WBT1 9 2 96 0 Yes Yes 0.03vc,9308.00tc,96.23tf,93.33cp,9729.64cm,9729.6415 1800.0050.156WBR1 100 0 0vc,10tc,10tf,10cp,10cm,1006 1500.0060.097NBL3 110 0vc,11tc,11tf,11cp,11cm,110--------NBT012 000vc,120.00tc,12tf,12cp,12cm,1207-8-9 198.907-8-9 1.439NBR2--------SBL 0 2 1 308 10.03vc,I,7864.00tc,I,75.43-- -- 0.00SBT0 3 1 0 0 Yes No 0.03vc,II,7332.00tc,II,75.4311 11 0.00StopsSBR 0 5 1 266 10.03vc,I,8864.00tc,I,8cp,I,7411.00cm,I,7291.68cm,7145.24----0.0016 1 132 0 Yes No 0.03vc,II,8398.00tc,II,8cp,II,7724.66cm,II,7724.66cm,8#VALUE!MAJOR MINORvc,I,10tc,I,10cp,I,8cm,I,8cm,10EB NBvc,II,10tc,II,10cp,II,8cm,II,8cm,11WBvc,I,11tc,I,11cp,I,10cm,I,10vc,II,11tc,II,11cp,II,10cm,II,102cp,I,11cm,I,11TRUEcp,II,11cm,II,11TRUEy70.49cT,7222.54y8cT,8y10cT,10y11cT,11p0,10.76p0,41.00a0.91p*0,10.71p0,80.00p0,90.87p*0,41.00p0,111.00p0,121.00p"70.710p'70.78fp,70.78p"10p'10#VALUE!fp,10#VALUE!x1i,1+20.17x4i,1+20.24ThroughRightf80.71f110.71f70.71f100.71fI,80.71fII,81.00p0,I,81.00fI,111.00fII,110.71p0,I,111.00fI,70.71fII,71.00fI.101.00fII.100.62Saturation Flow Rates198.900.00NoTwo-Stage Movement CapacitiesSingle-Stage Movement CapacitiesV/C Not Reported for Any Movements?Two-Stage Potential CapacitiesMovement CapacitiesMovement V/COne storage space in median (nm = 1) for two-stage turns*Assumption:Rank18001500960vph vph10vph0111890266vph0 Shared?Yes01Stop-controlled approaNumber of Lanes308 Yes1 Number of Lanes4Shared?vph 0 0 Stop-controlled approachesvph 0 0 SNumber of Lanes Stop-controlled approavph vph vph00vph1100 Shared?278 0 2025 Total Future PMCritical Lane Volume SumYesApproach Stop Controlled?I-81 NB RampsVOLUME / CAPACITY RATIO:NDate:July 8, 2024EW Facility:Reliance Road< 12001200 - 1399 1400 - 1599≥ 1600NS Facility:WEConflict Type CountCrossing 16Total 32Diverging 1Diverging 848Conflict Type WeightWeighted Total Conflict PointsCrossing 2Merging 8Merging 1Safety - Conflict Point DiagramAssumptionsApproach Stop Controlled?YesYes YesShared?Note: This diagram does not reflect the actual lane configuration of the intersectionShared?1Mvmt 1, shared leftvph● This worksheet does not use the CLV methodology. The calculaƟons arebased on the HCM, 6th Edition. The calculations are based on vehicles per hour.HCM 6 CALCULATIONSStep 1: Identify which approaches are stop-controlled by selecting "Yes" from the drop-down box.Step 2: Enter the lane configurations in the yellow cells.Approach Stop Controlled?No1.43YesShared?Shared?YesYesOne or two-stage minor street left and through movments*?0010Stop-controlled approachesMvmt 4, shared leftMvmt 7, 4-legMvmt 10, 4-legNoApproach Stop Controlled?OneNS Major?Major street lanesM1 Shared?M4 Shared?Mvmt 1, excl leftMvmt 4, excl leftFALSENumber of Lanes00132vphShared?YesTwo StageOne StageTwo-Way Stop Control (TWSC)Two-Way Stop Control (TWSC)Two-Way Stop Control (TWSC)Intersection V/C1.43Shared Movement CapacitiesMovementCapacitiesPotentialCapacitiesFollow-UpHeadwaysCritical HeadwaysConflicting FlowsPriority Flow Rates Lanes Shared?Stop controlled?Truck %DESIGN AND RESULTSDATA INPUT AND CONFIGURATIONProject Name:Zone 5Backto ResultsVDOT JUNCTION SCREENING TOOLVer 1.01B-16 650 Project Title: E-W Facility: N-S Facility: Date: Through Right Eastbound 415 205 3.00% Westbound 550 0 3.00% Northbound 0 0 3.00% Southbound 2 351 3.00% Adjustment Factor 0.80 0.95 0.85 Suggested U - 0.8 L - 0.95 0.85 Through Right Approach Eastbound 427 211 638 Westbound 567 0 638 Northbound 0 0 0 Southbound 2 362 440 July 8, 2024 Equivalent Passenger Car Volume Volume (pc/hr) Traffic Volume Demand Truck Percent (%) Truck to PCE Factor Critical Lane Volume Suggested = 2.00 Direction 1 truck = X Passenger Car Equivalents Conversion of U-turning vehicles to equivalent through vehicles Truck to PCE Factor 1600 VDOT Junction Screening Tool Input Worksheet 2025 Total Future AM Reliance Road I-81 SB Ramps Volume (veh/hr) 2.00 U-Turn / Left Notes: U-turn Adjustment Factor Conversion of left-turning vehicles to equivalent through vehicles 0 69 0 U-Turn / Left Critical Lane Volume Sum Limit Right-turn Adjustment Factor Conversion of right-turning vehicles to equivalent through vehicles Left-turn Adjustment Factor Saturation value for critical lane volume sum at an intersection 74 76 0 71 0 1B-17 651 # Intersections Information Consider?Justification 1 Conventional -N 2 Bowtie Link N 3 Center Turn Overpass Link N 4 Continuous Green-T Link N 5 Echelon Link N 6 Full Displaced Left Turn Link N 7 Median U-Turn Link N 8 Partial Displaced Left Turn Link N 9 Partial Median U-Turn Link N 10 Quadrant Roadway N-E Link N 11 Quadrant Roadway N-W Link N 12 Quadrant Roadway S-E Link N 13 Quadrant Roadway S-W Link N 14 Restricted Crossing U-Turn Link N 15 Single Loop Link N 16 Split Intersection Link N 17 Thru-Cut Link N 18 50 Mini Roundabout Link N 19 75 Mini Roundabout Link N 20 Roundabout Link N 21 Two-Way Stop Control -N # Interchanges Information Consider? Justification 22 Traditional Diamond Link N 23 Contraflow Left Link N 24 Displaced Left Turn Link N 25 Diverging Diamond Link N 26 Double Roundabout Link N 27 Michigan Urban Diamond Link N 28 Partial Cloverleaf Link N 29 Single Point Link N 30 Single Roundabout Link N Indicate with a "Y" or "N" if each intersection or interchange configuration should or should not be considered. Use the information links for guidance. Then, click the "Show/Hide Configurations button" to hide the worksheets for the configurations that will not be considered. Possible Configurations VDOT Junction Screening Tool Signalized Intersections Unsignalized Intersections 2B-18 652 Intersections Direction TwoDirList FourDirList EchelonList TwoDirList TwoDirList TwoDirList TwoDirList SingleLoopList TwoDirList TwoDirList TwoDirList Interchanges Direction TwoDirList Base Number of Through Lanes Enter a base number of through lanes for each direction. The number of through lanes entered will populate on each non-roundabout lane configuration worksheet. This tool also allows the user to enter the number of through lanes on the lane configuration worksheets directly. This base number may be overwritten on individual lane configuration worksheets. Turn lanes, shared lanes, and channelized lanes must still be entered in each lane configuration worksheet. Eastbound Westbound Northbound Southbound 1 1 1 1 N/A N/A N/A Question N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A All Bowtie Continuous Green-T Echelon Median U-Turn Partial Displaced Left Turn Thru-Cut Single Loop Split Intersection N/A N/A Partial Median U-Turn Restricted Crossing U-Turn N/AN/A VDOT Junction Screening Tool Directional Questions and Base Lane Configurations Before entering a base number of through lanes for each direction, answer all applicable directional question for each intersection or interchange configuration selected for consideration. Navigate to the lane configuration worksheet for example diagrams, if provided. N/A N/A Question N/A N/A 3B-19 653 U-Turn / Left Through Right 0 415 205 69 550 0 000 74 2 351 Volumes (veh/hr) Eastbound Northbound Westbound Southbound VDOT Junction Screening Tool Results Worksheet Intersection Results Project Title: EW Facility: NS Facility: Date: General Information 2025 Total Future AM Reliance Road I-81 SB Ramps July 8, 2024 General Instructions: All intersection and interchange configurations have a default assumption of one exclusive lane per movement. No results shall be interpreted until the user has verified the lane configurations on each worksheet.CongestionPedestrianSafetyNotes Type Dir Maximum V/C Accommodation Compared to Conventional Weighted Total Conflict Points Conventional -0.80 48 Roundabout -0.61 8 Two-Way Stop Control -0.66 48 *The continuous green-T is the only three-legged innovative intersection in this tool. To compare the continuous green-T to other innovative intersections, conflicts corresponding with the fourth leg must be removed. This has been done for the conventional intersection. Conflict point diagrams for three-legged and four-legged conventional intersections have been provided on the conventional intersection worksheet for reference. 1B-20 654 Interchange ResultsCongestionPedestrianSafety Notes Type Dir Maximum V/C Accommodation Compared to Traditional Diamond Weighted Total Conflict Points Congestion Pedestrian Safety Information The maximum v/c ratio represents the worst v/c of all zones that make up an intersection. Compares the potential of each design to accommodate pedestrians based on safety, wayfinding, and delay. Potential is qualitatively defined as better (+), similar (blank cell), or worse (-) than a conventional intersection or traditional diamond interchange. Weighted Total = (2 x Crossing Conflicts) + Merging Conflicts + Diverging Conflicts 2B-21 655 Conventional Conventional EW Split? FALSENS Split? FALSE NS Facility:I-81 SB Ramps VOLUME / CAPACITY RATIO:0.80 N DESIGN AND RESULTS DATA INPUT AND CONFIGURATION Project Name:2025 Total Future AM Critical Lane Volume Sum Date:July 8, 2024 EW Facility:Reliance Road < 1200 1200 - 1399 1400 - 1599 ≥ 1600 No Shared ? Shared ? Yes Yes SB Critical Vol0 Channelized w/ Rcv Lane? Enter the lane configurations in the yellow cells. S Channelized w/ Rcv Lane? Shared ? WE No 0.80 V / C 1284 pcph pcph pcph 0 504 0 0pcphYes 010 EB Critical Vol780 Yes Shared ?pcph00No Channelized w/ Rcv Lane?0Yes Shared ?pcph00pcph675780pcph0Shared ? Yes 00011284 0000 pcph1 Merging 1 Diverging 1 Weighted Total Conflict Points 48 Safety - Conflict Point Diagram (Three Legs) Weighted Total Conflict Points 12 Diverging 3 Total 9 Conflict Type Weight Crossing 2 Merging 1 Diverging Conflict Type Total Note: This diagram does not reflect the actual lane configuration of the intersection Safety - Conflict Point Diagram Weight Crossing 2 Conflict Type Count Crossing Merging Diverging 16 8 8 32 WB Critical Vol675 NB Critical Vol504 Conflict Type Count Crossing 3 Merging 3 Yes Yes Channelized w/ Rcv Lane? pcph pcph pcph Shared ? Shared ? No 1Zone 5 Zone 5 Back to Results VDOT JUNCTION SCREENING TOOL Ver 1.0 1 B-22 656 1111● The number of circulaƟng lanes in one quadrant is assumed to be equal to the number of exiting lanes in the next quadrant.● The roundabout is limited to a maximum of two entry lanes and two circulating lanes.● All leŌ-turning vehicles are assumed to stay in the innermost lane unƟl exiting the roundabout.● This worksheet does not use the CLV methodology. The calculaƟons are based on the HCM 6th Edition.Predicted approach capacityPredicted approach capacitySlip Lane?NoPredicted approach capacityLane 2EBSafety - Conflict Point DiagramConflict Type CountCrossing 0Merging8Conflict Type WeightCrossingLane 10.54WESPredicted approach capacityLane 10.61Lane 2V/CV/C Lane 2Lane 10.46V/CLane 2 V/CV/CV/C Lane 1 V/C2025 Total Future AMCritical Lane Volume SumI-81 SB RampsV/CJuly 8, 2024VOLUME / CAPACITY RATIO:0.61N1WB2Total 8Slip Lane?AssumptionsSBNumber of Entry LanesWeighted Total Conflict PointsMergingDiverging 11Diverging 44Number of Circulating Lanes1pcph 0Slip Lane?Number of Entry Lanes1Number of Circulating LanesNumber of Entry Lanes71pcphpcph3621276pcph pcphDESIGN AND RESULTSDATA INPUT AND CONFIGURATIONCAPACITY CALCULATIONS0.50Lane CapacityEW Facility:Reliance Road< 12001200 - 1399 1400 - 1599≥ 16000pcphThrough lane utilization factor567pcphProject Name:NS Facility:76Enter the lane configurations in the yellow cells.Date:4401 720362pcph pcph V/C RATIO V/C RATIO 0.616382SBWBConflicting flow149638 pcphNoNumber of Circulating Lanes1pcph 638V/C RATIO0.541380V/C RATIOpcphConflicting flow010.46V/C RATIO1Conflicting flow Number of Circulating LanesNoSlip Lane?1Through lane utilization factor Number of Entry Lanes211 427 0 pcph V/C RATIO1No100.50pcphConflicting flow503EBLane Capacity 1185V/C RATIOpcph 427000pcph pcph pcph pcph 211Number of Entry LanesNumber of Circulating LanesLane A B11-1380 0.001021420 0.00085-2122NBThrough lane utilization factor0.000910.000911420Right12Lane Capacity0.50121 1Lane Capacity0567122Left135010.50Through lane utilization factor71Left1420RoundaboutRoundaboutRoundaboutEQUATION: A x exp(-B x Q)pcphV/C RATIONB0.000920.000851420Right22Zone 1Zone 3Zone 2Zone 4Backto ResultsVDOT JUNCTION SCREENING TOOLVer 1.01B-23 657 Priority MVMTRank4EBL2 12 69 0Yes0.03vc,1620.00tc,14.13tf,12.23cp,1955.66cm,1955.661 955.6610.075EBT1 4 2 0 0 Yes0.03vc,4550.00tc,44.13tf,42.23cp,41014.71cm,41014.712 1800.0020.316 EBR 1 7 3 74 0 Yes Yes 0.03vc,71205.50tc,76.43tf,73.53cp,7201.98cm,7180.9813 1500.0030.001WBL2 80 1vc,8tc,8tf,8cp,8cm,804 1014.7140.002WBT1 9 2 351 1 No Yes 0.03vc,9550.00tc,96.23tf,93.33cp,9532.84cm,9532.8405 1800.0050.233WBR1 100 0 0vc,10tc,10tf,10cp,10cm,1006 1500.0060.14NBL 0 110 0vc,11tc,11tf,11cp,11cm,110--------NBT012 000vc,120.00tc,12tf,12cp,12cm,1207-8 180.987-8 0.41NBR 09 532.8490.667 SBL 3 2 1 550 10.03vc,I,7688.00tc,I,75.43-- -- 0.00SBT0 3 1 0 0 Yes No 0.03vc,II,7517.50tc,II,75.4311 11 0.00Stops9 SBR 2 5 1 415 10.03vc,I,8688.00tc,I,8cp,I,7497.04cm,I,7445.36cm,7180.98----0.0016 1 205 0 Yes No 0.03vc,II,8620.00tc,II,8cp,II,7596.15cm,II,7596.15cm,8#VALUE!MAJOR MINORvc,I,10tc,I,10cp,I,8cm,I,8cm,10EB SBvc,II,10tc,II,10cp,II,8cm,II,8cm,11WBvc,I,11tc,I,11cp,I,10cm,I,10vc,II,11tc,II,11cp,II,10cm,II,102cp,I,11cm,I,11TRUEcp,II,11cm,II,11TRUEy70.76cT,7302.02y8cT,8y10cT,10y11cT,11p0,10.93p0,41.00a0.91p*0,10.90p0,80.00p0,90.34p*0,41.00p0,111.00p0,121.00p"70.896p'70.92fp,70.92p"10p'10#VALUE!fp,10#VALUE!x1i,1+20.31x4i,1+20.37ThroughRightf80.90f110.90f70.90f100.90fI,80.90fII,81.00p0,I,81.00fI,111.00fII,110.90p0,I,111.00fI,70.90fII,71.00fI.101.00fII.100.31Two StageOne StageTwo-Way Stop Control (TWSC)Two-Way Stop Control (TWSC)Two-Way Stop Control (TWSC)Intersection V/C0.66Shared Movement CapacitiesMovementCapacitiesPotentialCapacitiesFollow-UpHeadwaysCritical HeadwaysConflicting FlowsPriority Flow Rates Lanes Shared?Stop controlled?Truck %DESIGN AND RESULTSDATA INPUT AND CONFIGURATIONProject Name:0Stop-controlled approachesMvmt 4, shared leftMvmt 7, 4-legMvmt 10, 4-legNoApproach Stop Controlled?OneNS Major?Major street lanesM1 Shared?M4 Shared?Mvmt 1, excl leftMvmt 4, excl leftFALSENumber of Lanes000vphShared?Yes1Mvmt 1, shared leftvph● This worksheet does not use the CLV methodology. The calculaƟons are based on the HCM, 6th Edition. The calculations are based on vehicles per hour.HCM 6 CALCULATIONSStep 1: Identify which approaches are stop-controlled by selecting "Yes" from the drop-down box.Step 2: Enter the lane configurations in the yellow cells.Approach Stop Controlled?No0.66YesShared?Shared?NoYesOne or two-stage minor street left and through movments*?011Safety - Conflict Point DiagramAssumptionsApproach Stop Controlled?YesYes YesShared?Note: This diagram does not reflect the actual lane configuration of the intersectionShared?Conflict Type CountCrossing 16Total 32Diverging 1Diverging 848Conflict Type WeightWeighted Total Conflict PointsCrossing 2Merging 8Merging 12025 Total Future AMCritical Lane Volume SumYesApproach Stop Controlled?I-81 SB RampsVOLUME / CAPACITY RATIO:NDate:July 8, 2024EW Facility:Reliance Road< 12001200 - 1399 1400 - 1599≥ 1600NS Facility:WESNumber of Lanes Stop-controlled approavph vph vph351 2 vph11740 Shared?0 0 0 Shared?Yes691Stop-controlled approaNumber of Lanes415 Yes1 Number of Lanes0Shared?vph 205 0 Stop-controlled approachesvph 0 0Movement CapacitiesMovement V/COne storage space in median (nm = 1) for two-stage turns*Assumption:Rank1800150000vph vph00vph11100550vphSaturation Flow Rates180.980.00NoTwo-Stage Movement CapacitiesSingle-Stage Movement CapacitiesV/C Not Reported for Any Movements?Two-Stage Potential CapacitiesZone 5Backto ResultsVDOT JUNCTION SCREENING TOOLVer 1.01B-24 658 Project Title: E-W Facility: N-S Facility: Date: Through Right Eastbound 493 233 3.00% Westbound 394 0 3.00% Northbound 0 0 3.00% Southbound 0 311 3.00% Adjustment Factor 0.80 0.95 0.85 Suggested U - 0.8 L - 0.95 0.85 Through Right Approach Eastbound 508 240 748 Westbound 406 0 469 Northbound 0 0 0 Southbound 0 320 415 July 8, 2024 Equivalent Passenger Car Volume Volume (pc/hr) Traffic Volume Demand Truck Percent (%) Truck to PCE Factor Critical Lane Volume Suggested = 2.00 Direction 1 truck = X Passenger Car Equivalents Conversion of U-turning vehicles to equivalent through vehicles Truck to PCE Factor 1600 VDOT Junction Screening Tool Input Worksheet 2025 Total Future PM Reliance Road I-81 SB Ramps Volume (veh/hr) 2.00 U-Turn / Left Notes: U-turn Adjustment Factor Conversion of left-turning vehicles to equivalent through vehicles 0 61 0 U-Turn / Left Critical Lane Volume Sum Limit Right-turn Adjustment Factor Conversion of right-turning vehicles to equivalent through vehicles Left-turn Adjustment Factor Saturation value for critical lane volume sum at an intersection 92 95 0 63 0 1B-25 659 # Intersections Information Consider?Justification 1 Conventional -Y 2 Bowtie Link N 3 Center Turn Overpass Link N 4 Continuous Green-T Link N 5 Echelon Link N 6 Full Displaced Left Turn Link N 7 Median U-Turn Link N 8 Partial Displaced Left Turn Link N 9 Partial Median U-Turn Link N 10 Quadrant Roadway N-E Link N 11 Quadrant Roadway N-W Link N 12 Quadrant Roadway S-E Link N 13 Quadrant Roadway S-W Link N 14 Restricted Crossing U-Turn Link N 15 Single Loop Link N 16 Split Intersection Link N 17 Thru-Cut Link N 18 50 Mini Roundabout Link N 19 75 Mini Roundabout Link N 20 Roundabout Link Y 21 Two-Way Stop Control -Y # Interchanges Information Consider? Justification 22 Traditional Diamond Link N 23 Contraflow Left Link N 24 Displaced Left Turn Link N 25 Diverging Diamond Link N 26 Double Roundabout Link N 27 Michigan Urban Diamond Link N 28 Partial Cloverleaf Link N 29 Single Point Link N 30 Single Roundabout Link N Indicate with a "Y" or "N" if each intersection or interchange configuration should or should not be considered. Use the information links for guidance. Then, click the "Show/Hide Configurations button" to hide the worksheets for the configurations that will not be considered. Possible Configurations VDOT Junction Screening Tool Signalized Intersections Unsignalized Intersections 2B-26 660 Intersections Direction TwoDirList FourDirList EchelonList TwoDirList TwoDirList TwoDirList TwoDirList SingleLoopList TwoDirList TwoDirList TwoDirList Interchanges Direction TwoDirList Base Number of Through Lanes Enter a base number of through lanes for each direction. The number of through lanes entered will populate on each non-roundabout lane configuration worksheet. This tool also allows the user to enter the number of through lanes on the lane configuration worksheets directly. This base number may be overwritten on individual lane configuration worksheets. Turn lanes, shared lanes, and channelized lanes must still be entered in each lane configuration worksheet. Eastbound Westbound Northbound Southbound 1 1 1 1 N/A N/A N/A Question N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A All Bowtie Continuous Green-T Echelon Median U-Turn Partial Displaced Left Turn Thru-Cut Single Loop Split Intersection N/A N/A Partial Median U-Turn Restricted Crossing U-Turn N/AN/A VDOT Junction Screening Tool Directional Questions and Base Lane Configurations Before entering a base number of through lanes for each direction, answer all applicable directional question for each intersection or interchange configuration selected for consideration. Navigate to the lane configuration worksheet for example diagrams, if provided. N/A N/A Question N/A N/A 3B-27 661 U-Turn / Left Through Right 0 493 233 61 394 0 000 92 0 311 Volumes (veh/hr) Eastbound Northbound Westbound Southbound VDOT Junction Screening Tool Results Worksheet Intersection Results Project Title: EW Facility: NS Facility: Date: General Information 2025 Total Future PM Reliance Road I-81 SB Ramps July 8, 2024 General Instructions: All intersection and interchange configurations have a default assumption of one exclusive lane per movement. No results shall be interpreted until the user has verified the lane configurations on each worksheet.CongestionPedestrianSafetyNotes Type Dir Maximum V/C Accommodation Compared to Conventional Weighted Total Conflict Points Conventional -0.79 48 Roundabout -0.64 8 Two-Way Stop Control -0.48 48 *The continuous green-T is the only three-legged innovative intersection in this tool. To compare the continuous green-T to other innovative intersections, conflicts corresponding with the fourth leg must be removed. This has been done for the conventional intersection. Conflict point diagrams for three-legged and four-legged conventional intersections have been provided on the conventional intersection worksheet for reference. 1B-28 662 Interchange ResultsCongestionPedestrianSafety Notes Type Dir Maximum V/C Accommodation Compared to Traditional Diamond Weighted Total Conflict Points Congestion Pedestrian Safety Information The maximum v/c ratio represents the worst v/c of all zones that make up an intersection. Compares the potential of each design to accommodate pedestrians based on safety, wayfinding, and delay. Potential is qualitatively defined as better (+), similar (blank cell), or worse (-) than a conventional intersection or traditional diamond interchange. Weighted Total = (2 x Crossing Conflicts) + Merging Conflicts + Diverging Conflicts 2B-29 663 Conventional Conventional EW Split? FALSENS Split? FALSE NS Facility:I-81 SB Ramps VOLUME / CAPACITY RATIO:0.79 N DESIGN AND RESULTS DATA INPUT AND CONFIGURATION Project Name:2025 Total Future PM Critical Lane Volume Sum Date:July 8, 2024 EW Facility:Reliance Road < 1200 1200 - 1399 1400 - 1599 ≥ 1600 No Shared ? Shared ? Yes Yes SB Critical Vol0 Channelized w/ Rcv Lane? Enter the lane configurations in the yellow cells. S Channelized w/ Rcv Lane? Shared ? WE No 0.79 V / C 1261 pcph pcph pcph 0 471 0 0pcphYes 010 EB Critical Vol595 Yes Shared ?pcph00No Channelized w/ Rcv Lane?0Yes Shared ?pcph00pcph790595pcph0Shared ? Yes 00011261 0000 pcph1 Merging 1 Diverging 1 Weighted Total Conflict Points 48 Safety - Conflict Point Diagram (Three Legs) Weighted Total Conflict Points 12 Diverging 3 Total 9 Conflict Type Weight Crossing 2 Merging 1 Diverging Conflict Type Total Note: This diagram does not reflect the actual lane configuration of the intersection Safety - Conflict Point Diagram Weight Crossing 2 Conflict Type Count Crossing Merging Diverging 16 8 8 32 WB Critical Vol790 NB Critical Vol471 Conflict Type Count Crossing 3 Merging 3 Yes Yes Channelized w/ Rcv Lane? pcph pcph pcph Shared ? Shared ? No 1Zone 5 Zone 5 Back to Results VDOT JUNCTION SCREENING TOOL Ver 1.0 1 B-30 664 1111● The number of circulaƟng lanes in one quadrant is assumed to be equal to the number of exiting lanes in the next quadrant.● The roundabout is limited to a maximum of two entry lanes and two circulating lanes.● All leŌ-turning vehicles are assumed to stay in the innermost lane unƟl exiting the roundabout.● This worksheet does not use the CLV methodology. The calculaƟons are based on the HCM 6th Edition.Predicted approach capacityPredicted approach capacitySlip Lane?NoPredicted approach capacityLane 2EBSafety - Conflict Point DiagramConflict Type CountCrossing 0Merging8Conflict Type WeightCrossingLane 10.64WESPredicted approach capacityLane 10.49Lane 2V/CV/C Lane 2Lane 10.34V/CLane 2 V/CV/CV/C Lane 1 V/C2025 Total Future PMCritical Lane Volume SumI-81 SB RampsV/CJuly 8, 2024VOLUME / CAPACITY RATIO:0.64N1WB2Total 8Slip Lane?AssumptionsSBNumber of Entry LanesWeighted Total Conflict PointsMergingDiverging 11Diverging 44Number of Circulating Lanes1pcph 0Slip Lane?Number of Entry Lanes1Number of Circulating LanesNumber of Entry Lanes63pcphpcph3201095pcph pcphDESIGN AND RESULTSDATA INPUT AND CONFIGURATIONCAPACITY CALCULATIONS0.50Lane CapacityEW Facility:Reliance Road< 12001200 - 1399 1400 - 1599≥ 16000pcphThrough lane utilization factor406pcphProject Name:NS Facility:95Enter the lane configurations in the yellow cells.Date:4151 855320pcph pcph V/C RATIO V/C RATIO 0.494690SBWBConflicting flow158469 pcphNoNumber of Circulating Lanes1pcph 748V/C RATIO0.641380V/C RATIOpcphConflicting flow010.34V/C RATIO1Conflicting flow Number of Circulating LanesNoSlip Lane?1Through lane utilization factor Number of Entry Lanes240 508 0 pcph V/C RATIO1No100.50pcphConflicting flow603EBLane Capacity 1175V/C RATIOpcph 508000pcph pcph pcph pcph 240Number of Entry LanesNumber of Circulating LanesLane A B11-1380 0.001021420 0.00085-2122NBThrough lane utilization factor0.000910.000911420Right12Lane Capacity0.50121 1Lane Capacity0406122Left135010.50Through lane utilization factor63Left1420RoundaboutRoundaboutRoundaboutEQUATION: A x exp(-B x Q)pcphV/C RATIONB0.000920.000851420Right22Zone 1Zone 3Zone 2Zone 4Backto ResultsVDOT JUNCTION SCREENING TOOLVer 1.01B-31 665 Priority MVMTRank4EBL2 12 61 0Yes0.03vc,1726.00tc,14.13tf,12.23cp,1872.46cm,1872.461 872.4610.075EBT1 4 2 0 0 Yes0.03vc,4394.00tc,44.13tf,42.23cp,41159.12cm,41159.122 1800.0020.226 EBR 1 7 3 92 0 Yes Yes 0.03vc,71125.50tc,76.43tf,73.53cp,7225.69cm,7205.4913 1500.0030.001WBL2 80 1vc,8tc,8tf,8cp,8cm,804 1159.1240.002WBT1 9 2 311 1 No Yes 0.03vc,9394.00tc,96.23tf,93.33cp,9652.83cm,9652.8305 1800.0050.273WBR1 100 0 0vc,10tc,10tf,10cp,10cm,1006 1500.0060.16NBL 0 110 0vc,11tc,11tf,11cp,11cm,110--------NBT012 000vc,120.00tc,12tf,12cp,12cm,1207-8 205.497-8 0.45NBR 09 652.8390.487 SBL 3 2 1 394 10.03vc,I,7516.00tc,I,75.43-- -- 0.00SBT0 3 1 0 0 Yes No 0.03vc,II,7609.50tc,II,75.4311 11 0.00Stops9 SBR 2 5 1 493 10.03vc,I,8516.00tc,I,8cp,I,7597.10cm,I,7543.65cm,7205.49----0.0016 1 233 0 Yes No 0.03vc,II,8726.00tc,II,8cp,II,7540.59cm,II,7540.59cm,8#VALUE!MAJOR MINORvc,I,10tc,I,10cp,I,8cm,I,8cm,10EB SBvc,II,10tc,II,10cp,II,8cm,II,8cm,11WBvc,I,11tc,I,11cp,I,10cm,I,10vc,II,11tc,II,11cp,II,10cm,II,102cp,I,11cm,I,11TRUEcp,II,11cm,II,11TRUEy71.23cT,7325.76y8cT,8y10cT,10y11cT,11p0,10.93p0,41.00a0.91p*0,10.91p0,80.00p0,90.52p*0,41.00p0,111.00p0,121.00p"70.910p'70.93fp,70.93p"10p'10#VALUE!fp,10#VALUE!x1i,1+20.22x4i,1+20.43ThroughRightf80.91f110.91f70.91f100.91fI,80.91fII,81.00p0,I,81.00fI,111.00fII,110.91p0,I,111.00fI,70.91fII,71.00fI.101.00fII.100.48Two StageOne StageTwo-Way Stop Control (TWSC)Two-Way Stop Control (TWSC)Two-Way Stop Control (TWSC)Intersection V/C0.48Shared Movement CapacitiesMovementCapacitiesPotentialCapacitiesFollow-UpHeadwaysCritical HeadwaysConflicting FlowsPriority Flow Rates Lanes Shared?Stop controlled?Truck %DESIGN AND RESULTSDATA INPUT AND CONFIGURATIONProject Name:0Stop-controlled approachesMvmt 4, shared leftMvmt 7, 4-legMvmt 10, 4-legNoApproach Stop Controlled?OneNS Major?Major street lanesM1 Shared?M4 Shared?Mvmt 1, excl leftMvmt 4, excl leftFALSENumber of Lanes000vphShared?Yes1Mvmt 1, shared leftvph● This worksheet does not use the CLV methodology. The calculaƟons arebased on the HCM, 6th Edition. The calculations are based on vehicles per hour.HCM 6 CALCULATIONSStep 1: Identify which approaches are stop-controlled by selecting "Yes" from the drop-down box.Step 2: Enter the lane configurations in the yellow cells.Approach Stop Controlled?No0.48YesShared?Shared?NoYesOne or two-stage minor street left and through movments*?011Safety - Conflict Point DiagramAssumptionsApproach Stop Controlled?YesYes YesShared?Note: This diagram does not reflect the actual lane configuration of the intersectionShared?Conflict Type CountCrossing 16Total 32Diverging 1Diverging 848Conflict Type WeightWeighted Total Conflict PointsCrossing 2Merging 8Merging 12025 Total Future PMCritical Lane Volume SumYesApproach Stop Controlled?I-81 SB RampsVOLUME / CAPACITY RATIO:NDate:July 8, 2024EW Facility:Reliance Road< 12001200 - 1399 1400 - 1599≥ 1600NS Facility:WESNumber of Lanes Stop-controlled approavph vph vph311 0 vph11920 Shared?0 0 0 Shared?Yes611Stop-controlled approaNumber of Lanes493 Yes1 Number of Lanes0Shared?vph 233 0 Stop-controlled approachesvph 0 0Movement CapacitiesMovement V/COne storage space in median (nm = 1) for two-stage turns*Assumption:Rank1800150000vph vph00vph11100394vphSaturation Flow Rates205.490.00NoTwo-Stage Movement CapacitiesSingle-Stage Movement CapacitiesV/C Not Reported for Any Movements?Two-Stage Potential CapacitiesZone 5Backto ResultsVDOT JUNCTION SCREENING TOOLVer 1.01B-32 666 VDOT Signal Justification Report Template - Version 2.0 - December 2019 Appendix C: TIA, Safety Study, and/or other Studies 667 HESTER TRUST PROPERTY FREDERICK COUNTY, VIRGINIA TRAFFIC IMPACT STUDY July 27, 2022 C-1 668 www.WellsAndAssociates.com @WellsAssoc @WellsandAssociates Wells + Associates HESTER TRUST PROPERTY Transportation Impact Analysis Frederick County, Virginia July 27, 2022 Prepared for: Middletown, LLC Prepared by: Wells + Associates Michael J. Workosky, PTP, TOPS, TSOS John F. Cavan, P.E., PTOE (703) 917-6620 C-2 669 SITEV A L L E Y P I K E M A I N S T R E E T MUSTANGLANE11123456INTERSTATE81RELIANCE ROADNORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\22.0609 GRAPHICS.DWGFigure 2-4Existing Lane Use an Traffic ControlHester Trust PropertyFrederick County, VirginiaSTOPStop SignSignalized IntersectionRepresents One Travel Lane1RELIANCEROADI-81 NBOFF-RAMPI-81 NBRELIANCEROADON-RAMP2I-81 SBON-RAMPI-81 SBOFF-RAMP3PRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 114LANEMUSTANG5DRIVEWAYSOUTH SITERELIANCEROADRELIANCEROADROADRELIANCEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 116DRIVEWAYNORTH SITEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11FUTUREINTERSECTIONFUTUREINTERSECTIONSTOPSTOPSTOPSTOP STOP 13C-3670 SITEV A L L E Y P I K E M A I N S T R E E T MUSTANGLANE11123456INTERSTATE81RELIANCE ROADNORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\22.0609 GRAPHICS.DWGFigure 3-1Existing Peak Hour Traffic VolumesHester Trust PropertyFrederick County, VirginiaAM PEAK HOURPM PEAK HOUR000 / 0001RELIANCEROADI-81 NBOFF-RAMPI-81 NBRELIANCEROADON-RAMP2I-81 SBON-RAMPI-81 SBOFF-RAMP3PRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 114LANEMUSTANG5DRIVEWAYSOUTH SITERELIANCEROADRELIANCEROADROADRELIANCEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 116DRIVEWAYNORTH SITEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11173/1952/023/50200/21218/19122/105242/24474/5988/12716/251/5132/10469/151196/143140/27569/2041/4150/3665/18133/190FUTUREINTERSECTIONFUTUREINTERSECTION0/075/215112/138190/1320/193/144108/132134/1130/00/10/00/116C-4671 SITEV A L L E Y P I K E M A I N S T R E E T MUSTANGLANE11123456INTERSTATE81RELIANCE ROADNORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\22.0609 GRAPHICS.DWGFigure 4-1Regional Growth (2022-2025)Hester Trust PropertyFrederick County, VirginiaAM PEAK HOURPM PEAK HOUR000 / 0001RELIANCEROADI-81 NBOFF-RAMPI-81 NBRELIANCEROADON-RAMP2I-81 SBON-RAMPI-81 SBOFF-RAMP3PRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 114LANEMUSTANG5DRIVEWAYSOUTH SITERELIANCEROADRELIANCEROADROADRELIANCEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 116DRIVEWAYNORTH SITEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 115/60/01/26/61/14/37/72/23/40/10/04/32/56/44/80/00/00/00/04/6FUTUREINTERSECTIONFUTUREINTERSECTION0/02/73/46/40/03/43/44/30/00/00/00/023C-5672 Hester Trust Property Traffic Impact Study July 27, 2022 Table4‐1Hester Trust PropertyPipeline Development TripGeneration Analysis1,2ITEAverageLand Use Code Size Units In Out Total In Out Total Daily TripsVillage at MiddletownSingle‐Family Residential 210 86 DU 17 48 65 54 32 86 878 Multi‐Family Residential 220 22 DU2 7 9 8 4 12 148 Stand‐Alone Commercial 820 58,600 SF63 38 101 149 155 304 3,957 Total 82 93 175 211 191 402 4,983 Single Family HousingSingle Family Housing 210 92 DU18 51 69 58 34 92 935 Gas Station/Convenience StoreGas Station/Convenience Store 945 8 Stations 108 108 216 91 91 182 2,057 Pass‐By Trips (60% AM, 56% PM)65 65 130 51 51 102 1,193 New Gas Station Trips43 43 86 40 40 80 864 Total Pipeline Trips143 187 330 309 265 574 6,782 Notes:1. Trip Generation obtained from ITE's Trip Generation Manual, 11th Edition.2. Assumes 8 fueling positions and ~5,000 S.F. convenience storeAM Peak HourPM Peak Hour25C-6 673 SITEV A L L E Y P I K E M A I N S T R E E T MUSTANGLANE11123456INTERSTATE81RELIANCE ROADNORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\22.0609 GRAPHICS.DWGFigure 4-3Pipleline Trip AssignmentsHester Trust PropertyFrederick County, VirginiaAM PEAK HOURPM PEAK HOUR000 / 0001RELIANCEROADI-81 NBOFF-RAMPI-81 NBRELIANCEROADON-RAMP2I-81 SBON-RAMPI-81 SBOFF-RAMP3PRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 114LANEMUSTANG5DRIVEWAYSOUTH SITERELIANCEROADRELIANCEROADROADRELIANCEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 116DRIVEWAYNORTH SITEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 1145/1210/05/1055/11013/1351/7972/11733/2243/3426/180/020/8650/3843/8917/450/00/00/00/027/38FUTUREINTERSECTIONFUTUREINTERSECTION0/04/114/912/180/033/6649/479/70/00/00/00/026C-7674 SITEV A L L E Y P I K E M A I N S T R E E T MUSTANGLANE11123456INTERSTATE81RELIANCE ROADNORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\22.0609 GRAPHICS.DWGFigure 4-42025 Future Traffic Forecasts Without DelopmentHester Trust PropertyFrederick County, VirginiaAM PEAK HOURPM PEAK HOUR000 / 0001RELIANCEROADI-81 NBOFF-RAMPI-81 NBRELIANCEROADON-RAMP2I-81 SBON-RAMPI-81 SBOFF-RAMP3PRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 114LANEMUSTANG5DRIVEWAYSOUTH SITERELIANCEROADRELIANCEROADROADRELIANCEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 116DRIVEWAYNORTH SITEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11223/3222/029/62261/32832/30177/187231/368109/83134/16542/441/5156/193121/194245/236161/32868/2061/4150/3665/18164/234FUTUREINTERSECTIONFUTUREINTERSECTION0/081/233119/151208/1540/1129/214160/183147/1230/00/10/00/127C-8675 Hester Trust Property Traffic Impact Study July 27, 2022 Table 5‐1Hester TrustPropertySite Trip Generation Analysis1ITE WeekdayAverage Land UseCode Size Units In Out Total In Out Total Daily TripsProposed DevelopmentGeneral Light Industrial 110 848,000 S.F. 510 70 580 26 162 188 3,239 Truck Trip Generation538448212Passenger Vehicle Trip Generation 505 67572 22 158 180 3,027 Notes:1.Trip Generation obtained from ITE's Trip Generation Manual, 11th Edition.AM Peak HourPM Peak Hour32C-9 676 SITEV A L L E Y P I K E M A I N S T R E E T MUSTANGLANE11123456INTERSTATE81RELIANCE ROADNORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\22.0609 GRAPHICS.DWGFigure 5-1Site Generated TripsHester Trust PropertyFrederick County, VirginiaAM PEAK HOURPM PEAK HOUR000 / 0001RELIANCEROADI-81 NBOFF-RAMPI-81 NBRELIANCEROADON-RAMP2I-81 SBON-RAMPI-81 SBOFF-RAMP3PRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 114LANEMUSTANG5DRIVEWAYSOUTH SITERELIANCEROADRELIANCEROADROADRELIANCEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 116DRIVEWAYNORTH SITEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11128/80/00/0230/120/029/6521/490/025/10/00/0205/113/818/4160/1380/00/00/00/0434/230/010/2450/115359/190/00/00/076/30/00/00/00/024/5725/13/836/81256/13179/1025/151/27/1624/57179/103/815 % / 0 % 25 % / 4 0 % 4 0 % / 6 0 %5%/0%1 5 % / 0 %Passenger VehicleHeavy TruckDirectional Trip DistributionX% / X%33C-10677 SITEV A L L E Y P I K E M A I N S T R E E T MUSTANGLANE11123456INTERSTATE81RELIANCE ROADNORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\22.0609 GRAPHICS.DWGFigure 6-12025 Future Traffic Forecasts With DelopmentHester Trust PropertyFrederick County, VirginiaAM PEAK HOURPM PEAK HOUR000 / 0001RELIANCEROADI-81 NBOFF-RAMPI-81 NBRELIANCEROADON-RAMP2I-81 SBON-RAMPI-81 SBOFF-RAMP3PRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 114LANEMUSTANG5DRIVEWAYSOUTH SITERELIANCEROADRELIANCEROADROADRELIANCEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 116DRIVEWAYNORTH SITEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11351/3302/029/62491/34032/30206/252342/417109/83159/16642/441/5361/204124/202263/277221/46668/2061/4150/3665/18298/2570/091/257169/266567/1730/1129/214160/183223/1260/00/10/00/1255/40625/13/836/81256/13406/286256/35051/27/1624/57179/10230/28437C-11678 SITEV A L L E Y P I K E M A I N S T R E E T MUSTANGLANE11123456INTERSTATE81RELIANCE ROADNORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\22.0609 GRAPHICS.DWGFigure 6-22025 Future Conditions with Development Lane Use and Traffic ControlHester Trust PropertyFrederick County, VirginiaSTOPStop SignSignalized IntersectionRepresents One Travel Lane1RELIANCEROADI-81 NBOFF-RAMPI-81 NBRELIANCEROADON-RAMP2I-81 SBON-RAMPI-81 SBOFF-RAMP3PRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 114LANEMUSTANG5DRIVEWAYSOUTH SITERELIANCEROADRELIANCEROADROADRELIANCEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 116DRIVEWAYNORTH SITEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11STOPSTOPSTOPSTOP STOP STOP STOP 38C-12679 Hester Trust Property Traffic Impact Study July 27, 2022 Table 6‐1Hester Trust PropertyTotal Future with Development Conditions Levels of Service Summary1LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s)1. I‐81 NB Ramp/Reliance Road ‐ UnsignalizedNBLTR C 23.8 C 16.5 E 43.8 F 69.2 F 420.5 F 134.2 F 420.5 F 134.2EBLA 8.1 A 7.9 A 8.5 A 8.4 A 8.7 A 8.5 A 8.7 A 8.5Potential Improvement: SignalizationEBLTA 1.6 A 1.6 A 5.2 A 2.0 A 5.2 A 2.0WBTRA 4.9 A 5.3 A 9.3 A 5.5 A 9.3 A 5.5NBLTRD 35.7 D 42.4 D 45.4 D 43.4 D 45.4 D 43.4OverallB 11.0 B 13.3 C 21.6 B 13.5 C 21.6 B 13.52. I‐81 SB Ramp/Reliance Road ‐ UnsignalizedWBLA 8.2 A 8.1 A 8.6 A 8.8 A 8.8 A 9.2 A 8.8 A 9.2SBLTR B 11.6 B 12.9 B 14.3 C 24.2 E 40.3 D 28.3 E 40.3 D 28.3Potential Improvement: SignalizationEBTRA 8.7 B 13.2 B 14.0 B 15.0 B 13.9 D 15.0WBLTA 0.6 A 0.9 A 2.0 A 1.5 A 2.0 A 1.5SBLTRD 36.4 D 44.6 D 46.1 D 45.5 D 46.1 D 45.5OverallB 13.2 B 19.1 B 18.1 B 19.9 B 18.1 B 19.93. Reliance Road/U.S. Route 11 ‐ UnsignalizedNBLA 0.0 A 0.0 A 0.0 A 0.0 A 0.0 A 0.0 A 0.0 A 0.0EBLTR A 0.0 B 14.5 A 0.0 C 16.3 A 0.0 C 23.0 A 0.0 C 23.0WBLC 16.2 C 24.8 C 19.7 F 51.8 D 32.5 F 218.8 D 32.5 F 218.8WBRB 10.8 B 10.0 B 11.4 B 10.5 D 33.5 B 10.7 D 33.5 B 10.7SBLA 8.1 A 8.1 A 8.3 A 8.4 A 8.8 A 8.8 A 8.8 A 8.8Potential Improvement: SignalizationEBLTRA 0.0 B 13.4 A 0.0 B 15.4 A 0.0 B 15.4WBLTB 15.2 B 16.7 B 16.3 B 19.5 B 16.3 B 19.5WBRB 13.0 B 11.3 C 25.8 B 10.8 C 25.8 B 10.8NBLTRB 15.5 B 17.6 C 27.6 C 21.2 C 27.6 C 21.2SBLA 9.1 B 10.8 B 17.9 B 12.6 B 17.9 B 12.6SBTRA 5.2 A 7.0 B 10.7 A 7.4 B 10.7 A 7.4OverallB 12.9 B 13.2 C 23.4 B 14.6 C 23.4 B 14.64. U.S. Route 11/Mustang Road ‐ UnsignalizedWBLR B 11.7 B 11.7 B 11.8 B 12.7 C 22.2 B 14.2 C 22.2 B 14.4SBLA 7.9 A 7.7 A 7.9 A 7.9 A 9.4 A 7.9 A 9.4 A 7.95. South Site Driveway/U.S. Route 11 ‐ UnsignalizedWBLRB13.2 B 14.1 C 15.4 C 15.3SBLA9.2A7.9A9.5A7.96. North Site Driveway/U.S. Route 11 ‐ UnsignalizedWBLRB 11.9 B 12.7SBLA8.4A7.91. Capacity analysis based on Highway Capacity Manual 6th methodology, using Synchro 11 unless otherwise noted.2025 (One Driveway) Future Conditions with Development2025 (Two Driveways) Future Conditions with DevelopmentAM Peak Hour PM Peak HourAM Peak Hour PM Peak HourAM Peak HourExisting Conditions2025 Future Conditions without DevelopmentPM Peak HourNotes:AM Peak HourApproach/ Lane GroupPM Peak Hour40C-13 680 Hester Trust Property Traffic Impact Study July 27, 2022 Table 6‐2Hester Trust PropertyTotal Future with Development Conditions Queuing Summary50th%tile95th%tile50th%tile95th%tile50th%tile95th%tile50th%tile95th%tile50th%tile95th%tile50th%tile95th%tile50th%tile95th%tile50th%tile95th%tile1. I‐81 NB Ramp/Reliance Road ‐ UnsignalizedNBLTR‐‐63‐33‐133‐200‐755‐290‐755‐290EBL‐‐15‐10‐20‐18‐22‐22‐22‐22Potential Improvement: SignalizationEBLT‐35 58 43 67 131 63 47 72 131 63 47 72WBTR‐28 69 32 63 49 91 33 64 49 91 33 64NBLTR‐86 141 102 174 187 #344 107 #189 187 #344 107 #1892. I‐81 SB Ramp/Reliance Road ‐ UnsignalizedWBL‐‐3‐3‐3‐3‐3‐3‐3‐3SBLTR‐‐30‐40‐53‐138‐213‐160‐213‐160Potential Improvement: SignalizationEBTR‐ ‐‐‐‐61 162 79 225 97 254 107 307 97 254 107 307WBLT‐ ‐‐‐‐13 148 95 224 220 m335 108 233 220 m335 108 233SBLTR‐ ‐‐‐‐15 76 28 99 51 123 28 99 51 123 28 993. Reliance Road/U.S. Route 11 ‐ UnsignalizedNBLTR‐‐0‐0‐0‐0‐0‐0‐0‐0EBLTR‐‐0‐0‐0‐0‐0‐0‐0‐0WBL‐‐23‐58‐40‐153‐70‐318‐70‐318WBR240‐25‐15‐30‐18‐260‐20‐260‐20SBL285‐8‐10‐10‐10‐15‐23‐15‐23Potential Improvement: SignalizationEBLTR‐ ‐‐‐‐000000000000WBLT‐ ‐‐‐‐36 97 64 155 43 116 71 173 43 116 71 173WBR240‐‐‐‐0 31 0 24 29 139 0 26 29 139 0 26NBLTR‐ ‐‐‐‐68 163 66 174 111 246 75 194 111 246 75 194SBL285‐‐‐‐16 44 25 68 25 63 48 118 25 63 48 118SBTR‐ ‐‐‐‐11 32 40 11 13 37 46 11 13 37 46 114. U.S. Route 11/Mustang Road ‐ UnsignalizedWBLR‐‐18‐13‐18‐13‐43‐18‐43‐18SBL300‐5‐3‐5‐3‐8‐3‐8‐35. South Site Driveway/U.S. Route 11 ‐ UnsignalizedWBLR‐8‐19‐18‐38SBL‐3‐0‐8‐06. North Site Driveway/U.S. Route 11 ‐ UnsignalizedWBLR‐5‐263SBL‐5‐0Notes: 1.Capacity analysis based on Highway Capacity Manual 6th Edition methodology, using Synchro 11.2. "~" ‐ 50th percentile volume exceeds capacity, queue may be longer.3. "#" ‐ 95th percentile volume exceeds capacity, queue may be longer.4. "m" ‐ Volume for 95th percentile queue is metered by upstream signal.Approach/ Lane GroupStorage Length (ft)Existing Conditions2025 Future Conditions without Development2025 (One Driveway) Future Conditions with Development2025 (Two Driveways) Future Conditions with DevelopmentAM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour AM Peak Hour PM Peak HourAM Peak Hour PM Peak Hour43C-14 681 Hester Trust Property Traffic Impact Study July 27, 2022 SECTION 7 CONCLUSIONS Conclusions The principal findings of this traffic impact analysis are as follows: 1.The existing conditions analysis indicates that all study intersections, that currently operate under stop sign control, operate at an acceptable level-of-service (LOS) “C” or better during the weekday AM and PM peak hours. This includes the I-81 ramps on Reliance Road, the Reliance Road/Valley Pike intersection, and the Valley Pike/Mustang Road intersection. 2.Under future conditions without development, regional traffic growth and pipeline developments would cause select movements and/or approaches at the I-81 NB Ramp/Reliance Road and the Valley Pike (U.S. Route 11)/Reliance Road intersections to operate beyond capacity. Signalization of the intersections would be needed to restore acceptable levels-of-service at these locations, assuming warrants for signalization are met. 3.The Hester Trust Property industrial development is planned to be built in a single phase by 2025. It is proposed to include 848,000 square feet (S.F.) of light industrial uses that are estimated to generate 580 AM peak hour trips (510 in and 70 out), 188 PM peak hour trips (26 in and 162 out), and 3,239 average daily (24-hour) trips when fully occupied. Trucks would account for eight (8) AM peak hour, eight (8) PM peak hour, and 212 daily trips. 4.The results of the future conditions analysis with the development indicate that the new site generated traffic would have only a minor effect on overall intersection delays. Acceptable levels-of-service at I-81 NB Ramp/Reliance Road and the Valley Pike (U.S. Route 11)/Reliance Road intersections would continue to be maintained with the installation of traffic signals, consistent with background conditions. While I-81 SB Ramp/Reliance Road intersection would approach capacity under Stop-control conditions, installing a traffic signal would improve overall levels-of-service. All proposed traffic signals would satisfy warrants for signalization and have been previously recommended in other area traffic studies. 5.The proposed site entrances would operate at acceptable levels-of-service, whether one or two entrances are provided. The proposed access would meet VDOT spacing standards but would warrant exclusive right and left turn lanes, which would be satisfied by the existing two-way left turn lane. O:\PROJECTS\8501-9000\8555 HESTER PROPERTY\DOCUMENTS\REPORT\HESTER PROPERTY TIA (7.27.2022).DOCX 44 C-15 682 VDOT Signal Justification Report Template - Version 2.0 - December 2019 Appendix D: Roundabout Layout Exhibit 683 © 2023 Microsoft Corporation © 2023 Maxar ©CNES (2023) Distribution AirbusDSS BUCKTON RD (RT 842)RELIANCE R D ( R T 6 2 7 )N BUCKTON RD (RT 842)I-81 SOUTHBOUNDI-81 NORTHBOUNDEXIT 302NORTHBOUND ON -RAMP RE L I A N C E R D ( R T 6 2 7 )I-81 SOUTHBOUNDI-81 NORTHBOUNDEXIT 302SOUTHBOUND OFF-RAMPEXIT 302SOUTHBOUND ON -RAMPEXIT 302NORTHBOUND OFF-RAMPEX. RIGHT-OF-WAYEX. RIGHT-OF-WAYEX. RIGHT-OF-WAYEX. RIGHT-OF-WAYEX. RIGHT-OF - W A Y EX. R I G H T - O F - W A Y DATE:C.I.=OFSHEETFND 1971 ENGI NEERI NG PROUDLY SERVING VIRGINIA & WEST VIRGINIAOFFICES IN: ASHBURN, VA, WINCHESTER, VA, & MARTINSBURG, WV 45145 RESEARCH PLACEASHBURN, VIRGINIA 20147TELEPHONE: (703) 328-0788FAX: (540) 722-9528WWW.GREENWAYENG.COMSCALE:I-81 EXIT 302 ROUNDABOUT EXHIBIT MIDDLETOWN, LLC. - HESTER PROPERTY FREDERICK COUNTY, VAN/A2023-06-19111"=100'684 1175+00 1176+00 1177+00 1178+00 1179+00 1180+00 1181+00 1182+00 1183+00 1184+00 1185+00 1186+00 1187+00 1188+00 1189+00 1190+00 1191+00 1192+00 1193+00 1194+00 1195+00 1196+001197+001198+001199+001200+001201+001202+001203+001204+001205+00 X XXXXXXXXXXXXXXXXXXXXXXXXX X X X X XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX XXXXXXXXXXXXXXXXXXXXXXXXXXXXXX X X X X X X X X X X X X X X X X X X X X X X X X XXXXPROPOSED BUILDING #1SWM/ BMPSWM/ BMPVALLEY PIKE ( US ROUTE 11)MUS T A N G L A N E 6 0 ' V A R I A B L E W I D T H INGR E S S / E G R E S S E A S E M E N T 55 DOCKS 13.5' x 60' 70 SPACES 12' x 53'INTERSTATE 81PROPOSED BUILDING #2190.00'315,000 SF.(350' X 900')315,000 SF.(350' X 900')55 DOCKS13.5' x 60'70 SPACES12' x 53'54 DOCKS13.5' x 60' 54 DOCKS 13.5' x 60' 82 SPACES12' x 53' 82 SPACES 12' x 53'190.00'190.00'431.33'190.00'SWM/ BMPSWM/ BMPSWM/ BMPSWM/BMP106 PARKING SPACES9' x 20'106 PARKING SPACES9' x 20'106 PARKING SPACES9' x 20'106 PARKING SPACES9' x 20'SWM/ BMP75'50'50'50'MUSTANG LA N E B U F F E R TRE E S A V E SCH O O L P R O P E R T Y B U F F E R75'TRE E S A V E150'150'TRE E S A V EVALLEY PIKE ( US ROUTE 11)MUSTANG LANE 60' VARIABLE WIDTH INGRESS / EGRESS EASEMENT +/-10 AcresPUBLIC USE FOREBAYSWM/BMPPOND+/-70.85 AcresINDUSTRIALUSELAND S C A P I N G A N D B E R M150'SCH O O L P R O P E R T Y B U F F E R150'MUSTANG LA N E B U F F E R ORNAMENTALLANDSCAPINGORNAMENTALLANDSCAPING75'VALLEY PIKE BUFFER (SEE DETAIL)150'TRE E S A V E10' ASPHALT TRAIL,10' ASPHALT TRAIL, FINALDESIGN & LOCATION TBD50'50'50'15'15' FOREBAY SWM/BMP POND100' SETBACK DATE:C.I.=OFSHEETFND 1971 ENGI NEERI NG PROUDLY SERVING VIRGINIA & WEST VIRGINIA OFFICES IN: ASHBURN, VA, WINCHESTER, VA, & MARTINSBURG, WV 45145 RESEARCH PLACE ASHBURN, VIRGINIA 20147 TELEPHONE: (703) 328-0788 FAX: (540) 722-9528 WWW.GREENWAYENG.COMSCALE:VIEWSHED IMPACT ANALYSIS EXHIBIT MIDDLETOWN ILLUSTRATIVE SECTION EXHIBITS FREDERICK COUNTY, VIRGINIAAS SHOWN2024-11-26131"= 100685 1170+001170+00 1171+00 1172+00 1173+00 1174+00 1175+00 1176+00 1177+00 1178+00 1179+00 1180+00 1181+00 1182+00 1183+00 1184+00 1185+00 1186+00 1187+00 1188+00 1189+00 1190+00 1191+00 1192+00 1193+00 1194+00 1195+001196+001197+001198+001199+001200+001201+001202+001203+001204+001205+001206+001207+001208+001209+001210+00 XXXXXXXXXXXXXXXXXXXX XXXXXXX XXXXXXXXXX XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX X XXXXXXXXXXXXXXXXX X X X X X X X X X X XPROPOSED BUILDING #1SWM/ BMPSWM/ BMPVALLEY PIKE ( US ROUTE 11)MUST A N G L A N E 6 0 ' V A R I A B L E W I D T H INGR E S S / E G R E S S E A S E M E N T 55 DOCKS 13.5' x 60' 70 SPACES12' x 53'INTERSTATE 81PROPOSED BUILDING #2190.00'315,000 SF.(350' X 900')315,000 SF.(350' X 900')55 DOCKS13.5' x 60'70 SPACES12' x 53'54 DOCKS13.5' x 60' 54 DOCKS 13.5' x 60' 82 SPACES12' x 53' 82 SPACES 12' x 53'190.00'190.00'431.33'190.00'SWM/ BMPSWM/ BMPSWM/ BMPSWM/BMP106 PARKING SPACES9' x 20'106 PARKING SPACES9' x 20'106 PARKING SPACES9' x 20'106 PARKING SPACES9' x 20'SWM/ BMP75'50'50'50'MUSTANG LAN E B U F F E R TRE E S A V E SCH O O L P R O P E R T Y B U F F E R75'TRE E S A V E150'150'TRE E S A V EVALLEY PIKE ( US ROUTE 11)MUSTANG LANE 60' VARIABLE WIDTH INGRESS / EGRESS EASEMENT +/-10 AcresPUBLIC USE FOREBAYSWM/BMPPOND+/-70.85 AcresINDUSTRIALUSELANDS C A P I N G A N D B E R M150'SCH O O L P R O P E R T Y B U F F E R150'MUSTANG LAN E B U F F E R ORNAMENTALLANDSCAPINGORNAMENTALLANDSCAPING75'VALLEY PIKE BUFFER (SEE DETAIL)150'TRE E S A V E10' ASPHALT TRAIL,FINAL DESIGN &LOCATION TBD WITHSITE PLAN10' ASPHALT TRAIL,FINAL DESIGN &LOCATION TBD WITHSITE PLAN10' ASPHALT TRAIL, FINALDESIGN & LOCATION TBDWITH SITE PLAN50'50'50'15'15' FOREBAY SWM/BMP POND100' SETBACKRIENZI KNOLL RDCSX RAILROADCOU G I L L R D DATE:C.I.=OFSHEETFND 1971 ENGI NEERI NG PROUDLY SERVING VIRGINIA & WEST VIRGINIA OFFICES IN: ASHBURN, VA, WINCHESTER, VA, & MARTINSBURG, WV 45145 RESEARCH PLACE ASHBURN, VIRGINIA 20147 TELEPHONE: (703) 328-0788 FAX: (540) 722-9528 WWW.GREENWAYENG.COMSCALE:VIEWSHED IMPACT ANALYSIS EXHIBIT MIDDLETOWN ILLUSTRATIVE SECTION EXHIBITS FREDERICK COUNTY, VIRGINIAAS SHOWN2024-11-26231"= 100686 15' BUFFERPROP. ROADPROP. PARKINGPROP. DRIVE AISLEPROP. PARKINGPROP. BUILDINGPROP. PARKINGPROP. DRIVE AISLEPROP. PARKINGPROP. ROADPROP. PARKINGPROP. DRIVE AISLEPROP. PARKINGPROP. BUILDINGPROP. PARKINGPROP. DRIVE AISLEPROP. ROADTREE SAVE AREAEX. PLAYGROUNDPROPERTY LINE PROPERTY LINE LINE OF SIGHT60'60'15' BUFFERPROP. ROADPROP. PARKINGPROP. PARKINGPROP. DRIVE AISLEPROP. BUILDINGPROP. PARKINGPROP. DRIVE AISLEPROP. PARKINGPROP. ROADPROP. PARKINGPROP. DRIVE AISLEPROP. PARKINGPROP. BUILDINGPROP. PARKINGPROP. DRIVE AISLEPROP. PARKINGPROP. ROADTREE SAVE AREAEX. DRIVEWAYEX. DRIVEWAYEX. DRIVEWAYPROPERTY LINE PROPERTY LINE LINE OF SIGHT60'60'EX. LANEEX. LANEEX. LANEPROP. ROADPROP. ROADPROP. PARKINGPROP. DRIVE AISLEPROP. PARKINGPROP. BUILDINGPROP. PARKINGPROP. DRIVE AISLEPROP. PARKINGPROP. ROADTREE SAVE AREAEX. MUSTANG LANEEX. ROADEX. PARKINGEX. U.S. RTE 11PROPERTY LINETRAIL150' BUFFERPROPERTY LINE10' LANDSCAPE STRIPLINE OF SIGHT60'PUBLIC USE SITEEX. MUSTANG LANEEX. RAILROADEX. LANEEX. LANESWMPROP. PARKINGTREE SAVE AREAPROP. ROADPROP. DRIVE AISLEPROP. PARKINGPROP. BUILDINGPROP. PARKINGPROP. DRIVE AISLEPROP. PARKINGPROP. ROADEX. LANEPROPERTY LINE PROPERTY LINELINE OF SIGHT60'EX. U.S. RTE 11EX. RIENZI KNOLL RDEX. RAILROADEX. HOUSEEX. LANEEX. LANEEX. LANEPROP. ROADPROP. PARKINGPROP. BUILDINGPROP. PARKINGPROP. DRIVE AISLEPROP. PARKINGPROP. DRIVE AISLEPROP. PARKINGPROP. ROADTRAIL10' LANDSCAPE STRIPSWMLINE OF SIGHTPROPERTY LINE PROPERTY LINE60'EX. U.S. RTE 11LINE OF SIGHTPROP. ROADPROP. PARKINGPROP. DRIVE AISLEPROP. PARKINGPROP. BUILDINGPROP. PARKINGPROP. DRIVE AISLEPROP. PARKINGPROP. ROADPROP. PARKINGPROP. PARKINGPROP. DRIVE AISLEPROP. BUILDINGPROP. PARKINGPROP. DRIVE AISLEPROP. ROADEX. MUSTANG LANEEX. LANEEX. LANEEX. LANEEX. HOUSEEX. RAILROADTRAILPROPERTY LINE PROPERTY LINE60'EX. U.S. RTE 1160'DATE:C.I.=OFSHEETFND 1971 ENGI NEERI NG PROUDLY SERVING VIRGINIA & WEST VIRGINIA OFFICES IN: ASHBURN, VA, WINCHESTER, VA, & MARTINSBURG, WV 45145 RESEARCH PLACE ASHBURN, VIRGINIA 20147 TELEPHONE: (703) 328-0788 FAX: (540) 722-9528 WWW.GREENWAYENG.COMSCALE:VIEWSHED IMPACT ANALYSIS SECTIO0NS MIDDLETOWN ILLUSTRATIVE SECTION EXHIBITS FREDERICK COUNTY, VIRGINIAAS SHOWN2024-11-26331"= 100SCALE: 1" = 100'SCALE: 1" = 100'SCALE: 1" = 100'SCALE: 1" = 120'SCALE: 1" = 160'SCALE: 1" = 200'687 Planning Commission Agenda Item Detail Meeting Date: February 19, 2025 Agenda Section: Action Items Title: Waiver #01-25 of Lake Frederick - (Mrs. Peloquin) Attachments: PC02-19-25Wavier01-25_Redacted.pdf 688 COUNTY of FREDERICK Department of Planning and Development 540/ 665-5651 Fax: 540/ 665-6395 107 North Kent Street, Suite 202 • Winchester, Virginia 22601-5000 MEMORANDUM TO: Frederick County Planning Commission FROM: Kayla Peloquin, AICP, Planner II RE: Waiver #01-25 for Lake Frederick DATE: February 6, 2025 Waiver Request: MREC Shenandoah VA, LLC (MREC) is requesting a waiver of the inter-parcel connection required in section §165-202.04 of the Zoning Ordinance. MREC has submitted a revised Master Development Plan (MDP Revision 6) to change the housing types for the remaining sections (Property Identification Numbers 87-A-102 & 87-A-103F). No changes to the overall number of units were proposed. The property is zoned R5 (Residential Recreational Community District) and is located in the Opequon Magisterial District. Staff has informed the MDP applicants that MDP Revision 6 will not be approved without an inter- parcel connection to the west or an approved waiver of this requirement from the Board of Supervisors. Zoning Ordinance Requirement: §165-202.04 Streets: Inter-parcel Connectors All residential subdivisions of more than 10 lots in the RP, R-4, R-5, and MS (with residential uses) Zoning Districts shall have streets connecting to adjoining parcels. If adjoining parcels are developed or have had a subdivision plat approved, the connecting street shall coordinate with the existing or platted streets in the adjoining parcel. If an adjoining parcel is undeveloped, the location of the connecting street shall be as shown on the master development plan (MDP) reviewed by the Board of Supervisors. This requirement for inter-parcel connector streets may be waived by the Board of Supervisors if the Board finds i) that a connector street to an adjoining parcel is not likely to be needed; ii) that the connector street would be required to be placed in a location which is impractical for location of a street; iii) that an adjoining undeveloped parcel is not likely to be developed in a manner to make a connector street necessary or appropriate; or iv) other good cause shown by the applicant not contrary to good planning policy. All inter-parcel connectors, public or private, shall be built to the Virginia Department of Transportation engineering standards. Background: The current MDP (Revision 5) was administratively approved in 2021. There were 4 areas designated as “potential future access location (future access locations to be constructed as stub-outs or as access easements depending on the connectivity requirements of the network accepted into the state secondary 689 Page 2 of 2 system. Ultimate quantity and locations of access points may vary pursuant to final engineering design). However, none of the potential future access locations shown have been constructed as stub- outs or recorded as easements for future access. The Eastern Frederick County Road Plan, a part of the Comprehensive Plan, shows the general location of a new minor arterial (South Frederick Parkway) south of and roughly parallel with Route 277 (Fairfax Pike). The location of this future roadway in the Comprehensive Plan is general in nature and should not be interpreted as the exact location of where such a facility would be constructed in the future. Furthermore, the South Frederick Parkway serves a distinct, separate purpose from the inter- parcel connection requirement. In Staff’s opinion, the proximity of a potential future roadway does not invalidate the need for the inter-parcel connection. §165-202.04 clearly states that inter-parcel connectors are contemplated for adjoining properties even if the streets are private. Nothing in the ordinance requirement would prevent controlled access to the Lake Frederick private street system. A Comprehensive Plan Amendment (CPPA #01-23) for the Madison property (87-A-15) was approved by the Board of Supervisors on January 10, 2024. This amendment established an Urban Development Area (UDA) around Lake Frederick and the Madison property. The amendment also revised the long- range land use of portions of the property from mixed-use industrial/office and industrial to neighborhood village. The majority of the property is now designated as neighborhood village and the portion closest to Route 277 is designated as mixed-use commercial/office, which forms a logical extension of the existing planned unit development (Lake Frederick). The text of the Southern Frederick Area Plan modified the Lake Frederick Neighborhood Village to the Lake Frederick Urban Development Area. The plan states “In addition to the proposed north-south trails connecting the Route 277 Triangle to the existing Lake Frederick Community, vehicular connections should be considered to provide inter-parcel connectivity between the Lake Frederick Community and other parcels located south of the Route 277 corridor. These connections will allow existing residents pedestrian and vehicular access to commercial areas without the need to travel on arterial roads” (pg. 29 of Appendix 1 – Area Plans). Summary & Requested Action: The applicant’s letter references §165-202.04 sections i) that a connector street to an adjoining parcel is not likely to be needed; and iii) that an adjoining undeveloped parcel is not likely to be developed in a manner to make a connector street necessary or appropriate. The Madison property is actively pursuing a rezoning application that is likely to be filed and considered this calendar year. The Comprehensive Plan specifically calls for interconnectivity and a mix of uses in this area that will benefit the many current and future residents of Lake Frederick. Staff is seeking a recommendation from the Planning Commission to forward to the Board of Supervisors on this waiver request. Attachments: 1. Waiver Application & Letter 2. Draft MDP Revision 6 690 SHENANDOAHSubdivision ¬«277 87 A 102 320LAKEFREDERICK DR 1702FAIRFAXPIKE 2030FAIRFAXPIKE 2030FAIRFAXPIKE 2006FAIRFAXPIKE 1998FAIRFAXPIKE 1954FAIRFAXPIKE 1968FAIRFAXPIKE 1980FAIRFAXPIKE 1990FAIRFAXPIKE 1932FAIRFAXPIKE 1942FAIRFAXPIKE 1880FAIRFAXPIKE 1890FAIRFAXPIKE 1908FAIRFAXPIKE 1902FAIRFAXPIKE 1787FAIRFAXPIKE 1681FAIRFAXPIKE Application Sewer and Water Service A rea Parcels MH1 (Mobile Hom e Com m unity District) R5 (Residential Recr eational Comm unity District)µ Frederick C ounty Planning & Development107 N Kent StWinchester, V A 22601540 - 665 - 5651Map Created: February 10, 2025 £¤522 FAIRFAX PIKE PINTAIL WAYMALLARD DRFRONTROYALPIKEFOAMFLOWER DRSCOTERCT RACHELCARSON DR NUTHATCHDRAPPRENTICELNRIDINGSLNHUDSONHOLLOW RDArmel ¬«277 0 580 1,160290 Feet FAIRFAX PIKE CLARKECOUNTY WAV # 01 - 25: Lake FrederickPIN: 87 - A - 102Waiver of Zoning Ordinance §165-202.04 Streets: Inter-Parcel ConnectorsZoning Map WAV #01-25 691 SHENANDOAHSubdivision ¬«277 87 A 102 320LAKEFREDERICK DR 1702FAIRFAXPIKE 2030FAIRFAXPIKE 2030FAIRFAXPIKE 2006FAIRFAXPIKE 1998FAIRFAXPIKE 1954FAIRFAXPIKE 1968FAIRFAXPIKE 1980FAIRFAXPIKE 1990FAIRFAXPIKE 1932FAIRFAXPIKE 1942FAIRFAXPIKE 1880FAIRFAXPIKE 1890FAIRFAXPIKE 1908FAIRFAXPIKE 1902FAIRFAXPIKE 1787FAIRFAXPIKE 1681FAIRFAXPIKE Application Sewer and Water Service A rea Parcels µ Frederick C ounty Planning & Development107 N Kent StWinchester, V A 22601540 - 665 - 5651Map Created: February 10, 2025 £¤522 FAIRFAX PIKE PINTAIL WAYMALLARD DRFRONTROYALPIKEFOAMFLOWER DRSCOTERCT RACHELCARSON DR NUTHATCHDRAPPRENTICELNRIDINGSLNHUDSONHOLLOW RDArmel ¬«277 0 580 1,160290 Feet FAIRFAX PIKE CLARKECOUNTY WAV # 01 - 25: Lake FrederickPIN: 87 - A - 102Waiver of Zoning Ordinance §165-202.04 Streets: Inter-Parcel ConnectorsLocation Map WAV #01-25 692 693 694 STEPHEN L. PETTLER, JR. MEMBER 21 S. Loudoun Street Winchester, VA 22601 (540) 667-1266 (540) 667-1312 fax pettler@harrison-johnston.com www.harrison-johnston.com January 23, 2025 Wyatt Pearson, Planning Director Frederick County Planning and Development 107 N. Kent Street Winchester, VA 22601 Re: Application of MREC Shenandoah VA, LLC for Waiver of Inter-parcel Connector on MDP Sixth Revision per Frederick County Ordinance §165-202.04 Wyatt: In furtherance of the above refenced application, please accept this statement in supplement to the application and fee delivered to your office on January 22, 2025. MREC Shenandoah VA, LLC (MREC) is the developer of Lake Frederick. MREC recently submitted its proposed Sixth Revision to its Master Development Plan (MDP) to Frederick County Planning staff for review and comment. A copy of the Sixth Revision is included with the Application materials. The Sixth Revision merely seeks to re-apportion existing approved unit densities on the MREC property. No substantive changes to the MDP were included in the Sixth Revision and none were intended. The Sixth Revision was submitted for routine administrative approval by staff. I understand that, given the recent approval by the Board of Supervisors of the adjoining Madison Property for residential development, staff is now requiring that an inter-parcel connection with the Madison Property be noted on the Sixth Revision in the northern portion of the MREC property near the adjoining Frederick Water pump station parcel located on Fairfax Pike (Route 277). This inter-parcel connection would be in addition to the five (5) inter-parcel connection points already designated on Sheet 5 of 6 of the Sixth Revision, which have been included in all approved versions of the MREC MDP throughout the life of this project. This was the first time a proposed connection with the Madison Property was ever requested. Frederick County Ordinance, §165.202.04 (“Streets; Inter-parcel connectors.”) requires residential subdivisions with more than 10 lots to have streets connecting to adjoining parcels. If the adjoining parcel is developed, the connection should match the planned roads on the developed adjoining property. If the adjoining parcel is undeveloped (as is the Madison Property at this time) “the location of the connecting street shall be as shown on the master development plan (MDP) reviewed by the Board of Supervisors.” §165.202.04 also provides that the MDP can be submitted to the Board of Supervisors for approval and a waiver of the inter-parcel connection requirement granted by the Board in certain circumstances demonstrating: 695 Letter to Mr. Pearson January 23, 2025 Page 2 i) that a connector street to an adjoining parcel is not likely to be needed; ii) that the connector street would be required to be placed in a location which is impractical for location of a street; iii) that an adjoining undeveloped parcel is not likely to be developed in a manner to make a connector street necessary or appropriate; or iv) other good cause shown by the applicant not contrary to good planning policy. MREC seeks a waiver of the requested inter-parcel connection between its property and the Madison Property pursuant to Frederick County Ordinance, §165.202.04 for the following reasons. The inter-parcel connection location proposed by staff would require a connection with the Madison Property in the same area where there is currently a planned “New Minor Arterial” road. This New Minor Arterial is identified in the Eastern Frederick County Road Plan included in the 2035 Frederick County Comprehensive Plan. This planned road would run from Stephens City south of existing Route 277 and connects with existing Route 277 somewhere in the area of the Frederick Water parcel and the future intersection of Route 277 and Spicebush Drive. Spicebush Drive is an approved road to be constructed in the northern portion of the MREC Property to serve Lake Frederick. Spicebush Drive will not connect to the Lake Frederick road system and allow travelers to cross through Lake Frederick to access Route 522 because of the lake. Spicebush Drive leads to a number of roads ending in cul de sacs along the lake in the currently approved MDP for Lake Frederick. See Sheet 4 of 6 of the Sixth Revision. It seems exceedingly improbable that an inter-parcel connector road will be constructed in such close proximity to the planned New Minor Arterial in the area (discussed further below). There is no need to have an inter-parcel connection designated between the Madison Property and the MREC Property when the County plans to build a new road across the Madison Property in the same area, and the inter-parcel connector road would not facilitate travel east to Route 522 but would, instead, route travelers back onto Route 277. Additionally, Lake Frederick is a private, gated community. Public travel across the community owned and maintained road system in Lake Frederick is restricted to residents and guests of residents. This being the case, only residents and guests of Lake Frederick would ever use the requested inter-parcel connector. This restriction would necessarily limit the use of any connector road in the location requested by staff and makes the building of an inter-parcel connector road by the Madison Property developers highly unlikely. Why would the developer agree to build a road across its development that would invite residents of Lake Frederick to use the Madison Property road network (at no cost to the Lake Frederick residents) without a corresponding right given to the residents of the Madison Property to use the Lake Frederick road network? Further, the area in Lake Frederick where the inter-parcel connection is requested is in close proximity to the Spicebush Drive / Route 277 intersection. That area of Lake Frederick will have speed restricted, winding streets constructed to serve the currently approved single-family attached homes located there. Residents of the northern section of Lake Frederick who want to travel west will travel along Spicebush Drive to Route 277 (or the future planned New Minor Arterial road) instead of traveling through the proposed neighborhood to be developed on the Madison Property. 696 697 698 699 700 701 702 703 704 Planning Commission Agenda Item Detail Meeting Date: February 19, 2025 Agenda Section: Other Title: Resolution for Charles Triplett Attachments: 705 Planning Commission Agenda Item Detail Meeting Date: February 19, 2025 Agenda Section: Other Title: Current Planning Applications Attachments: 706