The URL can be used to link to this page

PC 05-17-23 Meeting Agenda1.Call to Order 2.Adoption of Agenda – Pursuant to established procedures, the Planning Commission should adopt the Agenda for the meeting. 3.Meeting Minutes 3.A.April 5, 2023 Meeting Minutes 4.Committee Reports 5.Citizen Comments 6.Public Hearings 6.A.Draft Update of the 2023-2024 Frederick County Interstate, Primary, and Secondary Road Improvement Plans (Mr. Bishop) Draft Update of the 2023-2024 Frederick County Interstate, Primary and Secondary Road Improvement Plans – The Primary and Interstate Road Improvement Plans establish priorities for improvements to the Primary and Interstate Road networks within Frederick County. Priorities adopted by the Board of Supervisors will be forwarded to VDOT for consideration. The Virginia Department of Transportation and the Planning Commission of Frederick County, in accordance with Section 33.2-331 of the Code of Virginia, will conduct a joint public hearing in the Board Room of the Frederick County Government Center, 107 North Kent Street, Winchester, Virginia at 7:00 p.m. on Wednesday, May 17, 2023. The purpose of this public hearing is to receive public comment on the proposed Six Year Plan for Secondary Roads for Fiscal Year 2024 through 2029 Frederick County and on the Secondary System Construction Budget for Fiscal Year 2024. Copies of the proposed Plan and Budget may be reviewed at the Edinburg Office of the Virginia Department of Transportation, located at 14031 Old Valley Pike, Edinburg, Virginia or at the Frederick County offices located at AGENDA PLANNING COMMISSION WEDNESDAY, MAY 17, 2023 7:00 PM THE BOARD ROOM FREDERICK COUNTY ADMINISTRATION BUILDING WINCHESTER, VIRGINIA PCMinutes2023April5.pdf 1 107 North Kent Street, Winchester, Virginia. All projects in the Secondary Road Improvement Plan that are eligible for federal funds will be included in the Statewide Transportation Improvement Program (STIP), which documents how Virginia will obligate federal transportation funds. Persons requiring special assistance to attend and participate in this hearing should contact the Virginia Department of Transportation at 1-800-367-7623. Persons wishing to speak at this public hearing should contact the Frederick County Planning Department at 540-665-5651. 7.Action Items 7.A.Rezoning #10-22 of Fruit Hill (Equus Capital Partners Ltd., DTS, LC, and William O. Minor) - Mr. Bishop Submitted to rezone 220.06+/- acres which consist of 189.08+/- acres from RA (Rural Areas) District to M1 (Light Industrial) District, 10.34+/- acres from RA (Rural Areas) District to B2 (General Business) District, and 20.64+/- acres from RA (Rural Areas) District to TM (Technology Manufacturing) District with proffers. The properties are located at 384 Ruebuck Lane, 1420 Rest Church Road at the southwest corner of the intersection of Rest Church Road and Zachary Ann Lane and are identified by Property Identification Numbers 33-9-1A, 33-A-89, and 33-A-90 in the Stonewall Magisterial District. 7.B.UDA Exception - Robert and Julie Owens - (Mr. Pearson) UDA Exception - Robert and Julie Owens 8.Information/Discussion 8.A.Ordinance Amendment - Shipping Containers - (Mr. Klein) This is a proposal to allow shipping containers (i.e., prefabricated, durable steel intermodal shipping boxes) as accessory structures/storage only in the RA (Rural Areas) Zoning District. Shipping containers would be also expressly prohibited as accessory structures/storage in the RP (Residential Performance), R4 (Residential Planned Community), R5 (Residential Recreational Community), and MH1 (Mobile Home Community) Zoning Districts. 9.Other 9.A.Current Planning Applications 10.Adjourn PC05-17-23InterstatePrimarySecondaryRoadPlan.pdf PC05-17-23REZ10-22_Redacted.pdf PC05-17-23REZ10-22__TIA.pdf PC05-17-23UDA_Request.pdf PC05-17-23OA_Shipping_Containers.pdf 2 Planning Commission Agenda Item Detail Meeting Date: May 17, 2023 Agenda Section: Meeting Minutes Title: April 5, 2023 Meeting Minutes Attachments: PCMinutes2023April5.pdf 3 Frederick County Planning Commission Page 4020 Minutes of April 5, 2023 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 April 5, 2023. PRESENT: John F. Jewell, Chairman; Roger L. Thomas, Vice Chairman/Opequon District; Robert S. Molden, Opequon District; H. Paige Manuel, Shawnee District; Elizabeth D. Kozel, Shawnee District; Betsy Brumback, Back Creek District; Mollie Brannon, Back Creek District; Charles Markert, Red Bud District; Roderick B. Williams, County Attorney. ABSENT: Commissioner Triplett, Commissioner Aikens, Commissioner Kerns, and Commissioner Orndoff. STAFF PRESENT: Wyatt G. Pearson, Director; Mark R. Cheran, Zoning & Subdivision Administrator; Shannon L. Conner, Administrative Assistant. CALL TO ORDER Chairman Jewell called the April 5, 2023 meeting of the Frederick County Planning Commission to order at 7:00 p.m. Chairman Jewell commenced the meeting by inviting everyone to join in a moment of silence. ADOPTION OF AGENDA Upon a motion made by Commissioner Manuel and seconded by Commissioner Thomas the Planning Commission unanimously adopted the agenda for this evening’s meeting. MINUTES Upon motion made by Commissioner Manuel and seconded by Commissioner Thomas, the Planning Commission unanimously adopted the minutes from the January 18, 2023 and February 15, 2023 meetings. ------------- 4 Frederick County Planning Commission Page 4021 Minutes of April 5, 2023 COMMITTEES Development Review & Regulations Committee – Mtg. 03/23/23 Commissioner Kozel reported, the committee discussed conversion of use list for the industrial (M1, M2, & TM) zoning districts to NAICS terminology. Also discussed was the allowance for shipping containers as storage in the RA (Rural Areas) Zoning Districts. She noted, both items will go back to the DRRC in April for final comment. Frederick Water – Mtg. 03/21/23 Chairman Jewell reported the Frederick Water Board of Directors approved revisions to the 2019 Shaffer’s BBQ/Town of Middletown/Frederick Water sanitary sewer Memorandum of Understanding (MOU). The revisions result in reduced construction costs by removing a flow meter from the proposed sanitary sewer line connection and the reduced costs will help facilitate Shaffer’s BBQ’s connection to the public sanitary sewer system and to abandon and existing undersized drain field. He shared; the Frederick Water Board of Directors endorsed the proposed F-WSA organizational restructuring that is being requested. Chairman Jewell concluded by sharing the February operation s report and noted the quarries remain in excellent shape. City of Winchester Commissioner Richardson, Winchester City Planning Commission Liaison, reported Commission discussed three items; Hope Drive and the Harrison Plaza; Townhouses on Weems Lane; and there was a denial of accessory dwelling units. Board of Supervisors Supervisor Ludwig, Board of Supervisor Liaison, reported the Board has received complaints regarding the new STL process. He shared the Board continues to work through the budget process and there has not been a final draft as of the date. ------------ CITIZEN COMMENTS Chairman Jewell 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 Jewell closed the public comments portion of the meeting. ------------- 5 Frederick County Planning Commission Page 4022 Minutes of April 5, 2023 PUBLIC HEARING Double Church Agricultural & Forestal removal (Thomas Stelzl) Action – Recommend Approval Mark R. Cheran, Zoning & Subdivision Administrator reported, this is a request to remove a 100.35+/- acre parcel from the Double Church Agricultural and Forestal District. This parcel is located within the Opequon Magisterial District and is generally located west of Grim Road (Route 640) and south of Wise Mill Road (Route 737); the zoning is RA (Rural Areas). Mr. Cheran shared a location map of the property and the surrounding parcels. He explained, the applicant has requested removal from the Double Church Agricultural & Forestal District to allow for subdividing of the property; state code requires land that is removed from a district be done for good and reasonable cause. He noted, this parcel is being requested to be removed for family health reasons. Mr. Cheran continued, the Agricultural District Advisory Committee (ADAC) met on March 14, 2023, reviewed this application, and recommended this parcel be removed from the district. He concluded, Staff is seeking a recommendation from the Planning Commission to the Board of Supervisors removing this parcel from the Double Church Agricultural and Forestal District. Chairman Jewell inquired since this is a by-right use, the Applicant can develop the parcel. Mr. Cheran commented, not at this time since the parcel is still in the Ag & Forestal District. Commissioner Brannon requested clarification that sometime parcels are permitted to enter the Ag & Forestal Districts during the five-year period. Mr. Cheran noted that is correct, however the state code does not permit them to leave the district without special circumstances. Commissioner Thomas asked what the steps are for a parcel to be removed from an Ag & Forestal District. Mr. Cheran explained, Staff is contacted by the Applicant, the items go in front of ADAC at which time they make a recommendation to the Planning Commission, then the item is presented to the Board of Supervisors for approval/denial. He noted the Ag & Forestal Districts are reviewed every five years. Commissioner Thomas inquired how the TDR’s (Transfer of Development Rights) come into play if a parcel is removed from the Ag & Forestal District. Mr. Cheran explained, in the parcel in in the Ag & Forestal district then the TDR’s double. Commissioner Brumback requested clarification that this application is not a rezoning. Mr. Cheran commented that is correct. Chairman Jewell called for anyone who wished to speak regarding this Public Hearing to come forward at this time. Brenda Kettlewell of the Opequon District came forward and shared her concerns with how this request has transpired over the last six to nine months. She explained, in September 2022 there were five acres that were surveyed and then ultimately sold in December 2022. She is inquiring as to how this happened given the parcel is in the Ag & Forestal District . Mrs. Kettlewell expressed her concerns with the traffic impacts this will have, and she requests the Planning Commission deny this request and evaluate all this is being mentioned during the remaining renewal period of 2025. Joy Nault of the Opequon District expressed her concerns of the traffic impacts as well as the water table and utilities. She noted this will drastically affect the surrounding community and their quality of life and feels this is unjustified. Jeff Gore of the Opequon District came forward and voiced his concerns of the traffic impacts this will have on such a narrow rural road. He noted the roads are used by farmers daily and they 6 Frederick County Planning Commission Page 4023 Minutes of April 5, 2023 are just not suited for this type of development. Mr. Gore stated he is a relative of the applicant and is aware they have other property on Double Church Road that could be sold, and the money used for the needed medical expenses. He noted, Double Church Road is much more suited for this type of subdivision and the overall impacts it will have to the community. Lisa Anderson of the Opequon District commented that she is concerned with the road impacts and the quality of life. She too is well aware of the availability of other property that could be used to assist with the medical expenses if needed. She asked the Planning Commission to deny this item and use the remaining time to evaluate it properly. Greg McCauley commented he feels the Planning Commission members need to visit Grim Road to see what the citizens are saying and then make a decision. He feels traffic will be a major concern and this should be mitigated before approval of this being removed from the Ag & Forestal District. He stated if the need for money is to help with medical expenses, there is a large farm on Double Church Road that could be subdivided and is in a much better place that can handle these types of impacts. No one else came forward to speak and Chairman Jewell closed the public comment portion of the hearing. Commissioner Brannon commented that this is a by-right use and the family needs the funds for medical expenses, so she supports this. Commissioner Markert stated if denied, in two years it will be right back before the Commission; he questions the value of a two-year delay. Commissioner Brumback stated she is sympathetic to all and likes that it is rural preservation land. Commissioner Thomas commented he has mixed feeling on this, and he can remember Mr. Stelzl complaining about a subdivision being built on Double Church Road several years back; he stated he is sympathetic to the fact that the family is in need of the money for medical expenses. Upon a motion made by Commissioner Thomas and seconded by Commissioner Kozel BE IT RESOLVED, the Frederick County Planning Commission does unanimously recommend approval of the Double Church Agricultural & Forestal removal (Thomas Stelzl). (Note: Commissioners Triplett, Aikens, Kerns, and Orndoff were absent from the meeting). ------------- ACTION ITEMS Subdivision Waiver – One Logistics Park (postponed to 05/17/23 per Applicant) UDA Exception – Sandy’s Mobile Home Park Wyatt G. Pearson, Director, reported this is a request to provide an exception to the Urban Development Area (UDA) policy restricting public water and sewer service for residential uses outside the UDA. The property is 25.84 acres and is located within the Opequon Magisterial District at 2044 -2046 Fairfax Pike (Parcel 87-A-95) and the zoning is MH1 (Mobile Home Community) District. He continued; the UDA of Frederick County includes those areas anticipated for higher intensity residential development; Frederick County established its initial UDA boundary in 1987. He noted, in accordance with long held Board policy, residential land uses located outside the UDA are not entitled to public water and sewer service. Mr. Pearson presented a location map of the property along with an aerial photo. 7 Frederick County Planning Commission Page 4024 Minutes of April 5, 2023 Mr. Pearson explained, currently the property has public water service (predates b oard policy) and sewer service is provided via a private lagoon system (under consent order VADEQ). The Comprehensive Plan (Southern Frederick Area Plan) designates the property for Mixed Use Industrial/Office and as part of the Lake Frederick Neighborhood Village. It is located within the Sewer and Water Service Area (SWSA), but not the UDA. He noted, Frederick Water may become capable of serving the property in the next three years and is willing to work with the property owner is authorized. Mr. Pearson concluded the Applicant has requested an exception from the UDA policy to allow for public sewer service to this property and Staff is seeking a recommendation from the Planning Commission to the Board of Supervisors regarding this UDA exception to allow for public sewer service. Commissioner Thomas asked is some of the surrounding homes have failing septic systems. Mr. Pearson noted this exception is only focused on this request at this time. Commissioner Brumback asked if this would be able to be expanded. Mr. Pearson commented that would be determined later if necessary. A motion was made to move this item forward to the Board of Supervisors with a favorable recommendation and it was unanimous. ---------- OTHER Wyatt G. Pearson, Director, shared Planning applications that are currently in movement; Hang 10 site plan; Trex expansion; and 19 STL applications have been accepted and approved to date. Chairman Jewell noted regarding the STL process; there are two sides that come into play and it continues to be a work in progress with the Planning Department and Commissioner of Revenue. Commissioner Thomas mentioned the damage utility companies are causing in the area and asked Staff to research what recourse is available. Mr. Pearson noted, the Planning Department is aware of this and is currently working with citizens and providing them with necessary information. ------------- 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 Manuel and unanimously passed. The meeting was adjourned at 7:50 p.m. Respectfully submitted, ____________________________ John F. Jewell, Chairman ___________________________ Wyatt G. Pearson, Secretary 8 Planning Commission Agenda Item Detail Meeting Date: May 17, 2023 Agenda Section: Public Hearings Title: Draft Update of the 2023-2024 Frederick County Interstate, Primary, and Secondary Road Improvement Plans (Mr. Bishop) Attachments: PC05-17-23InterstatePrimarySecondaryRoadPlan.pdf 9 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 TO: Frederick County Planning Commission FROM: John A. Bishop, AICP, Assistant Director RE: Update of the Interstate, Primary, and Secondary Road Plans DATE: May 10, 2023 This is a public hearing item to consider the update of the 2023 – 2024 Interstate, Primary, and Secondary Road Improvement Plans. Summary of Changes: Interstate and Primary Road Improvement Plans have no recommended changes currently. Staff would note as the Route 37 Study that is currently underway moves ahead there is a good possibility of future updates resulting from that effort. Secondary Plan Updates are as follows: 1. Update Major road improvements list to reflect current activities. 2. Update Advertisement years for projects on the scheduled list. 3. Add the following projects via promotion from the Unscheduled to the Scheduled list: a. Clarke Road b. South Timber Ridge Road c. Heishman Lane d. Glaize Orchard Road The Transportation Committee reviewed this item on April 24, 2023 and has recommended approval to the Board of Supervisors. Attachments JAB/pd MEMORANDUM 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 Planning Commission Agenda Item Detail Meeting Date: May 17, 2023 Agenda Section: Action Items Title: Rezoning #10-22 of Fruit Hill (Equus Capital Partners Ltd., DTS, LC, and William O. Minor) - Mr. Bishop Attachments: PC05-17-23REZ10-22_Redacted.pdf PC05-17-23REZ10-22__TIA.pdf 32 REZONING APPLICATION #10-22 FRUIT HILL (EQUUS CAPITAL PARTNERS, LTD., DTS, LC AND WILLIAM O. MINOR) Staff Report for the Planning Commission Prepared: May 10, 2023 Staff Contact: John A. Bishop, AICP, Assistant Director Reviewed Action Planning Commission: 11/02/22 Postponed Planning Commission 12/07/22 Postponed Planning Commission 03/01/23 Postponed Planning Commission 03/15/23 Postponed Planning Commission 04/05/23 Postponed Planning Commission 04/19/23 Postponed Planning Commission 05/17/23 Pending Board of Supervisors: 06/14/23 Pending EXECUTIVE SUMMARY & STAFF CONCLUSIONS FOR THE 05/17/23 PLANNING COMMISSION MEETING: This item was heard by the Planning Commission and a public hearing held on 4/19/23. At that time the Planning Commission noted their areas of concern which primarily dealt with traffic and particularly the intersection of Route 11 and Rest Church Road. The applicant noted their willingness to adjust the proffers and the rezoning was postponed until the next meeting. This staff report focuses upon the most recent proffers received by staff as of 5/10/23. Staff believes the updated proffers address the items noted by the Planning Commissioners at the 4/19 meeting which the applicant had indicated they would update at that time. The only remaining concerns that staff noted previously are that the proposed use does not comply with the currently adopted Comprehensive Plan and that the improvements to the I-81 NB Ramp called for in the TIA are not fully addressed due to significant uncertainty of federal timelines and requirements. Issues that were raised and their resolutions are as follows: A. Transportation Concerns: a. Planning Commissioners noted concern with the possibility of responsibility falling to Frederick County taxpayers if the applicant was unsuccessful getting right of way as noted in the old proffers that the $650,000 would not be sufficient for the County to complete the improvements the funds targeted. The applicant has addressed this by removing the cash proffer and proffering to construct the improvements at the intersection of Route 11 and Rest Church Road. (Proffer 3.6) b. Staff had noted the concern that through trips should not be part of the proportional share of the signalization of Rest Church Road at Fruit Hill Road. The applicant has addressed this by noting in proffer 3.12 that through trips would not be part of that calculation. c. It was noted that the applicant could make the improvements to Ruebuck Lane more quickly and likely more cheaply than the County. The applicant has addressed this in proffer 3.5 by removing the cash proffer for upgrading Ruebuck Lane and proffering to make the improvements. 33 Rezoning #10-22 Fruit Hill (Equus Capital Partners, Ltd., DTS, LC and William O. Minor) May 10, 2023 Page 2 B. Land Use a. Planning Commissioners had noted that the proffers may allow for items other than a hotel and restaurant to be constructed in the B2 portion of the rezoning. The applicant has addressed this concern by adding clarity to Proffer 1.4. Following the required public hearing, a recommendation regarding this rezoning application to the Board of Supervisors would be appropriate. The Applicant should be prepared to adequately address all concerns raised by the Planning Commission. 34 Rezoning #10-22 Fruit Hill (Equus Capital Partners, Ltd., DTS, LC and William O. Minor) May 10, 2023 Page 3 This report is prepared by the Frederick County Planning Staff to provide information to the Planning Commission and the Board of Supervisors to assist them in making a decision on this application. It may also be useful to others interested in this zoning matter. Unresolved issues concerning this application are noted by staff where relevant throughout this staff report. PROPOSAL: To rezone 220.06+/- acres which consist of 189.08+/- acres from RA (Rural Areas) District to M1 (Light Industrial) District, 10.34+/- acres from RA (Rural Areas) District to B2 (General Business) District, and 20.64+/- RA (Rural Areas) District to TM (Technology-Manufacturing) District with proffers. LOCATION: The properties are located at 384 Ruebuck Lane, 1420 Rest Church Road and southwest corner of intersection of Rest Church Road and Zachary Ann Lane. MAGISTERIAL DISTRICT: Stonewall PROPERTY ID NUMBERS: 33-9-1A, 33-A-89 and 33-A-90 PROPERTY ZONING: RA (Rural Areas) PRESENT USE: Agricultural ADJOINING PROPERTY ZONING & PRESENT USE: North: RA Use: Agricultural South: RA Use: Agricultural/Residential East: M1/B3 Use: Diesel sales/repair/truck stop West: RA Use: Agricultural/Residential 35 Rezoning #10-22 Fruit Hill (Equus Capital Partners, Ltd., DTS, LC and William O. Minor) May 10, 2023 Page 4 REVIEW EVALUATIONS: Virginia Dept. of Transportation: Please see attached Fruit Hill Property TIA Review from VDOT dated August 8, 2022, and February 14, 2023. Frederick-Winchester Health Department: Public water and sewer connection available. No comments. Frederick County Public Works: We offer no comments at this time. Frederick County Fire Marshal: Approved Frederick County Park & Recreation: Parks and Recreation has no comments at this time. Frederick County Public Schools: As this has no impact on public schools, we offer no comment. Winchester Regional Airport: None Frederick-Winchester Service Authority: FWSA defer comments to Frederick Water. Frederick Water: Frederick Water has reviewed the proffers (“7. WATER and SEWER”) which captures the developer’s commitment to fund and construct the necessary water and sewer infrastructure to serve the site’s water and sewer demands. The proffers also commit to install SCADA at the Woodbine and VDOT sanitary pump stations and provide future easements to facilitate water and sewer service in the Cedar Hill and Hopewell Roads area. Frederick Water supports the proposed rezoning application with the referenced proffer statement. County Attorney: Most recent County attorney comments on proffers are as follows which addressed the draft immediately prior to the one in the packet: 1. 1.5 – To clarify that the warehousing would only be on the M1 portion of the property, it seems that this proffer should include an initial clause along the lines of: “On that portion of the Property to be rezoned to the M1 District, as depicted on the GDP,”. 2. 3.1 – While the GDP depicts new and realigned roads and other onsite road improvements, it does not actually indicate that the rights-of-way for the same are “proposed to be dedicated to the County or to VDOT”, creating a potential ambiguity, relative to the language in this proffer. Along similar lines, for further consistency with, in particular, Proffer 3.2, the GDP should indicate the proposed 104-foot right-of-way width for Fruit Hill Road. 3. We still believe it appropriate that the Proffer Statement include at least a desktop survey map delineating the areas of each proposed zoning district. 4. At the absolute latest, prior to Board of Supervisors consideration of this rezoning application, we must have the Proffer Statement bearing original signatures of Mr. Minor and on behalf of DTS LC and Equus Capital Development, Ltd. 36 Rezoning #10-22 Fruit Hill (Equus Capital Partners, Ltd., DTS, LC and William O. Minor) May 10, 2023 Page 5 Historic Resources Advisory Board Comments: Please see attached letter dated July 25, 2022, from Wyatt Pearson, Director of Planning. Planning & Zoning: 1) Site History: The original Frederick County zoning map (U.S.G.S. Winchester, VA Quadrangle) identifies the majority of the subject property as being zoned A-2 (Agriculture General). The County’s agricultural zoning districts were combined to form the RA (Rural Areas) District upon adoption of an amendment to the Frederick County Zoning Ordinance on May 10, 1989. The corresponding zoning map resulted in the re-mapping of this portion of the subject property and all other A-1 and A-2 rezoned land to the RA District. 2) Comprehensive Plan: The 2021 Comprehensive Plan is the guide for the future growth of Frederick County. The Comprehensive Plan is an official public document that serves as the Community's guide for making decisions regarding development, preservation, public facilities and other key components of community life. The primary goal of this plan is to protect and improve the living environment within Frederick County. It is in essence a composition of policies used to plan for the future physical development of Frederick County. The Area Plans, Appendix I of the Comprehensive Plan, are the primary implementation tool and will be instrumental to the future planning efforts of the County. Land Use a. The Comprehensive Plan adopted on November 10, 2021, and more specifically the Northeast Land Use Plan (NELUP), designates the properties in question as Mixed-Use Industrial\Office. The proposal is not in conformance with the Comprehensive Plan as it does not meet the intent of the Mixed-Use Industrial\Office designation. The vast majority of the proposal (85.9%) is proposed to be designated light industrial, thus not providing a true mixing of uses, and in turn not meeting the stated intent of the zoning ordinance or Comprehensive Plan. For further reference, the Comprehensive Plan includes other area plans that speak to this same future land use category and provides clarity as it relates to targets and goals for properties with this land use designation. These descriptions are in keeping with the intent of the land use designation as outlined in the zoning ordinance. Transportation and Site Access The Comprehensive Planned Road network for this property includes a north/south collector road as well as a connection to Zachary Anne Lane. The applicant has proffered a number of transportation improvements summarized as follows: 37 Rezoning #10-22 Fruit Hill (Equus Capital Partners, Ltd., DTS, LC and William O. Minor) May 10, 2023 Page 6 3) Proffer Statement, Dated May, 2023 and received by staff on May 10, 2023; staff notes in bold italics 1. DEVELOPMENT AND USE OF THE PROPERTY 1.1. The subject Property shall be developed in substantial conformance with the GDP and shall be designed to establish interconnected Land Bays in conformance with the said GDP, and as is specifically set forth in these Proffers. Upon submission of final site or subdivision plans, minor changes and adjustments may be made to the road alignments, entrances, parking, dimensions and location of the SWM/BMP facilities, the exact configuration and location of building footprints, and other similar features as shown on the GDP, provided they meet the intent of these Proffers and are approved by the Director of Planning. 1.2. The following uses shall be prohibited on the portion of the Property zoned M1, as shown on the GDP: 1.2.1. Offices and storage facilities for building construction contractors, heavy construction contractors and special trade contractors 1.2.1. Transportation by air 1.2.2. Dry cleaning plants 1.2.3. Automotive repair shops 1.2.4. Welding repair 1.2.5. Agricultural equipment repair 1.2.6. Boiler cleaning and repair 1.2.7. Cesspool cleaning 1.2.8. Farm machinery and tractor repair 1.2.9. Industrial truck repair 1.2.10. Motorcycle repair service 1.2.11. Septic tank cleaning service 1.2.12. Sewer cleaning service 1.2.13. Tank and boiler cleaning service 1.2.14. Tank truck cleaning service 1.2.15. Residential uses accessory to allowed business uses 1.2.16. Industrial launderers 1.2.17. Truck or fleet maintenance facilities 1.3. The Applicant may develop that portion of the Property to be rezoned to TM, as depicted on the GDP, with up to 300,000 sq. ft. of data center only, as permitted in TM districts. All other uses permitted by-right or by conditional use permit are prohibited on that portion of the Property rezoned to the TM District. 1.4. The Applicant may develop only one hotel with a maximum of 100 rooms (ITE Use Group 310), and no more than 5,000 gross sq. ft. of Restaurant (ITE Use Group 932) on 38 Rezoning #10-22 Fruit Hill (Equus Capital Partners, Ltd., DTS, LC and William O. Minor) May 10, 2023 Page 7 that portion of the Property to be rezoned to the B2 District, as depicted on the GDP, and no other uses that are otherwise permitted in that District by right or by conditional use permit. These permitted uses may be in one structure, or in two separate structures, in compliance with relevant Frederick County Ordinances. 1.5. On that portion of the Property to be rezoned to the M1 District, as depicted on the GDP, the Applicant may construct not more than 2,125,500 gross sq. ft. of Warehousing (ITE Use Group 150), as depicted on the GDP, and in compliance with relevant Frederick County Ordinances, of which not more than 300,000 square feet may be High Cube Cold Storage Warehousing (ITE Use Group 157). Staff Note: Staff would note the land use combination as listed in proffers 1.3, 1.4, and 1.5 are not in conformance with the currently adopted Northeast Land Use Plan. 1.6. With the exception of (i) the uses that are prohibited in Proffers 1.2, 1.3, and 1.4, and (ii) the limitations on High Cube Cold Storage Warehousing in Proffer 1.5, above, the Applicant may develop the Property with any other use permitted by right or conditional use permit (upon the approval of such a permit by the Board of Supervisors) in the M1 District, subject, however, to the following requirements: 1.6.1. If the Applicant elects to develop the M1 Property with any permitted use that results in a higher net new trip generation from the Property than that shown in the “Transportation Impact Analysis for the Fruit Hill Property,” prepared by Kittelson and Associates, dated January 2023 (the “TIA”), then as part of the conditional use permit or site plan approval process for those uses, the Applicant shall submit an updated TIA to the County and the Virginia Department of Transportation (“VDOT”). Subject to County and VDOT approval of the updated TIA, the Applicant shall mitigate any additional impacts caused by such additional trips. 1.6.2. In determining whether the uses collectively have an increased traffic impact for purposes of Proffers 1.6.1, the Applicant may use actual traffic counts for then existing uses on the Property in lieu of the estimates that were employed in the TIA, for determining background traffic at the time of site plan submission. 2. COMMUNITY DESIGN 2.1. Perimeter landscaping shall be provided in substantial conformance with the GDP. All new landscaping/plantings shall be indigenous species, native to Virginia. 2.2. The Applicant shall construct a 6-foot landscaped berm along the Property’s boundary with lots in the Carrollton Subdivision and the Ridgeway Estates Subdivision in accordance with the details thereof on the GDP. Where no berm is provided adjacent to RA zoned parcels, the Applicant shall preserve existing vegetation not more than 75 feet 39 Rezoning #10-22 Fruit Hill (Equus Capital Partners, Ltd., DTS, LC and William O. Minor) May 10, 2023 Page 8 from the perimeter property line to serve as a natural buffer or increase the building setback to 200 feet, as depicted on the GDP 3. TRANSPORTATION 3.1. The Applicant shall dedicate all lands proposed to be dedicated to the County or to VDOT, as they are depicted on the approved GDP, within 60 days of a written request from the County therefore. 3.2. The Applicant shall relocate Zachary Ann Lane as generally depicted on the GDP so as to connect with a new road (hereinafter “Fruit Hill Road”) as that new road is generally depicted on the Northeast Frederick Land Use Plan’s Transportation Map, and as generally shown on the GDP. The Applicant shall construct that portion of Fruit Hill Road within the boundaries of the Property, also as generally shown on the GDP. Fruit Hill Road shall be built within a 104-foot right-of-way and shall consist of two lanes with a single 10-foot paved trail, with required turn lanes. 3.3. The Applicant shall construct a westbound left turn lane with at least 200 feet of storage and a 200-foot taper on Rest Church Road at its connection with Fruit Hill Road. 3.4. The Applicant shall apply to abandon, or cause to be abandoned, (i) that portion of Ruebuck Lane immediately past the southern boundary of County Parcel Map Pin 33- (5)-24, and (ii) that portion of Zachary Ann Lane no longer required after relocation of its entrance and connection to Rest Church Road. 3.5. The Applicant shall dedicate an additional 25 feet of right-of-way along the western property line for Ruebuck Lane, from its revised terminus to Rest Church Road, as depicted on the GDP. It shall further install a 55-foot cul-de-sac or a hammerhead turnaround at the terminus of Ruebuck sufficient to permit emergency and other vehicles to effect a safe turn around, at a location outside the floodplain and past the last residential driveway on Ruebuck. The design and location of the turnaround shall be finalized during site plan review. The Applicant shall further, at its expense, pave Ruebuck Lane and improve the existing sight distance issues at its intersection with Macbeth Lane to a standard appropriate for a low volume road in the VDOT Rural Rustic Road Program, from its intersection with Rest Church Road south to the aforementioned cul-de-sac or turnaround. Such dedication shall be made concurrently with the approval of plans for the improvement of Ruebuck Lane. 3.6. The Applicant shall construct at its expense the improvements at the intersection of Route 11 and Rest Church Road that are identified in the TIA (the “Route 11 Improvements”), in accordance with these proffers. Upon the approval of this Rezoning, the Applicant shall, within six months thereafter, prepare plans for the Route 11 Improvements for review by VDOT and the County, and such other agencies as may be required, and upon approval of those plans and the issuance of the necessary construction permits, proceed forthwith to construct the Route 11 Improvements. 40 Rezoning #10-22 Fruit Hill (Equus Capital Partners, Ltd., DTS, LC and William O. Minor) May 10, 2023 Page 9 Staff Note: Staff would note the lack of proffer for improvements to the I-81 NB exit ramp onto Rest Church Road which is identified as a need in the applicant’s traffic impact analysis. 3.7. All proffered road improvements to be constructed by the Applicant except the Route 11 Improvements, and those phases of Fruit Hill Road as are established at the time of site plan approval, shall be completed prior to the issuance of the first occupancy permit for any building on the Property; provided that notwithstanding anything to the contrary herein, the Applicant will dedicate all of the right-of-way for Fruit Hill Road within 60 days of a written request of the County therefore, and provided further that the ultimate location of Fruit Hill Road may be adjusted for final engineering. 3.8. No entrances to the Property, other than the connection with Fruit Hill Road, as shown on the GDP, shall be permitted onto Rest Church Road or Ruebuck Lane. 3.9. All public roads shall be constructed to VDOT standards and subject to the approval of VDOT and Frederick County. 3.10. For the purposes of these Proffers, “completion” of a public road improvement shall mean when a road or improvement thereto is open to traffic, but may not have yet been accepted into the State Secondary System of Highways for maintenance. Nothing herein shall override or contravene any subdivision monetary guarantee requirements for acceptance of public road improvements. 3.11. The Applicant shall provide appropriate sight distance at the intersection of Ruebuck Lane and Rest Church Road, as generally depicted on the Transportation Plan element of the Generalized Development Plan. 3.12. The Applicant shall provide appropriate sight distance at the intersection of Ruebuck Lane and Rest Church Road, as generally depicted on the Transportation Plan element of the Generalized Development Plan. 3.13. The Applicant shall contribute its pro rata share of the cost of installation of a traffic signal at the intersection of Fruit Hill Road and Rest Church Road when a signal warrant is authorized for such installation. The Applicant's pro-rata share of that cost shall be equal to its then proportionate share of the then total vehicle trips at that intersection less Rest Church Road through trips. Such costs shall be determined by the actual construction costs of the signal, or by VDOT’s then current unit price list if not already constructed and shall be paid in accordance with a signalization agreement with VDOT. 4. SIGNAGE 4.1. The Applicant shall be limited to a single monument sign for the M-1 portion of the Property and a single monument sign for the B-2 portions of the Property at its entrance along Rest Church Road, conforming to the applicable provisions of § 165-201.06 of the Zoning Ordinance, as shown on the GDP; provided that this shall not preclude each 41 Rezoning #10-22 Fruit Hill (Equus Capital Partners, Ltd., DTS, LC and William O. Minor) May 10, 2023 Page 10 owner or tenant of a building from installing signs, internal to the site, conforming to the provisions of § 165-201.06 (G) and (H) of the Zoning Ordinance. 5. LIGHTING 5.1. All outdoor lighting shall be compatible, and harmonious throughout the Property. Fixtures shall be similar in style. Lighting shall be mounted at a height that is relative to the property line such that it is no taller than its horizontal distance from the nearest property line, but in no case shall it be placed more than 25’ above grade. Any luminaire situated within 50’ of any property line shall be oriented perpendicular to and faced away from that property line so as not to cause trespass onto an adjacent property in excess of 0.1 footcandles onto a residential use, or 0.5 footcandles onto any other property. All luminaires shall meet an up-light rating of U0 (that is zero up-light) according to the Luminaire Classification System (LCS), as developed and maintained by the Illuminating Engineering Society (IES). They shall be oriented with the central beam pointed straight down and shall otherwise conform to the requirements of the County’s Zoning Ordinance. The Applicant shall prepare and submit a photometric plan as part of the final site plan process demonstrating the minimization of off-site lighting impacts. 6. FIRE AND RESCUE 6.1. The Applicant shall contribute to Frederick County the sum of $150.00 per 1,000 gross square feet of constructed building as depicted on each final site plan, to be used for fire and rescue purposes. The contribution shall be made at the time of issuance of the certificate of occupancy for each structure built on the Property. 7. WATER AND SEWER 7.1. The Property shall be served with public water and public sewer. At its expense, the Applicant shall design and construct all on-site and off-site improvements necessary to provide service for the demand generated by development on the Property in accordance with applicable Frederick County Sanitation Authority (“Frederick Water”), Frederick County, and Virginia laws, ordinances, and regulations. 7.2. The Applicant will install at its expense SCADA systems as approved by Frederick Water at the Woodbine and VDOT pump stations to enable them to be monitored and pumps cycled on-off in an efficient manner, to accommodate the flows generated by the development. 7.3. The Applicant will grant the necessary easements at no cost to the County or Frederick Water to facilitate the north-south flow of water, the location of which easements shall generally follow the eastern property lines of the Property, with the purpose of ultimately extending to Cedar Hill and Hopewell Roads. The location of these easements will be established as part of the site plan process. 42 Rezoning #10-22 Fruit Hill (Equus Capital Partners, Ltd., DTS, LC and William O. Minor) May 10, 2023 Page 11 8. CULTURAL RESOURCES INVESTIGATION AND PRESERVATION 8.1. The Applicant shall conduct, or cause to be conducted, an Architectural Resources Study of the Property prior to the approval of the first final site plan for the Property. A Phase II study will be conducted to examine further the interiors and building materials in the Lewis-Solenberger and Cather Houses. 9. ESCALATOR In the event the monetary contributions set forth in this Proffer Statement are paid to Frederick County within eighteen (18) months after final approval of this rezoning, as applied for by the Applicant, said contributions shall be in the amounts as stated herein. Any monetary contributions set forth in this Proffer Statement which are to be paid to the County shall be adjusted in accordance with the Urban Consumer Price Index (CPI-U), published by the United States Department of Labor, such that at the time contributions are paid they shall be adjusted by the percentage change in the CPI-U from that date twenty four (24) months after final approval of this rezoning to the most recently available CPI-U to the date the contributions are paid, or six per cent (6%) per year, whichever is less. Following the required public meeting, a recommendation regarding this rezoning application to the Board of Supervisors would be appropriate. The Applicant should be prepared to adequately address all concerns raised by the Planning Commission. 43 £¤11 §¨¦81 §¨¦81 §¨¦81 BERKELEYCOUNTYWEST VIRGINIA 33 A 89 33 A 90 33 A 90 33 A 90 33 9 1A 120JOLINE DR 170JOLINE DR 196JOLINE DR 210JOLINE DR 232JOLINE DR248JOLINE DR 260JOLINE DR 286JOLINE DR 4123MARTINSBURGPIKE 4170MARTINSBURG PIKE 193JOLINE DR 124HAUPTMAN CT 201JOLINE DR 215JOLINE DR 320JOLINE DR 332THISTLE LN 4230MARTINSBURGPIKE352JOLINE DR 343JOLINE DR 367JOLINE DR 378JOLINE DR 4231MARTINSBURGPIKE 209HAUPTMAN CT 375JOLINE DR 381JOLINE DR 382JOLINE DR 4273MARTINSBURGPIKE 4268MARTINSBURGPIKE 141HAUPTMAN CT 163HAUPTMAN CT 351ZACHARYANN LN 4294MARTINSBURGPIKE4282MARTINSBURGPIKE 4317MARTINSBURGPIKE 4322MARTINSBURGPIKE 529TIMBERLAKES LN 4332MARTINSBURGPIKE 4374MARTINSBURGPIKE 4392MARTINSBURG PIKE 371MACBETH LN 383MACBETH LN 4441MARTINSBURG PIKE 4407MARTINSBURGPIKE 4412MARTINSBURGPIKE 367MACBETH LN 361MACBETH LN 4428MARTINSBURG PIKE 337MACBETH LN 309MACBETH LN 321ZACHARYANN LN 4455MARTINSBURG PIKE 4462MARTINSBURGPIKE 291MACBETH LN 266MACBETH LN 253MACBETH LN 4491MARTINSBURGPIKE4481MARTINSBURGPIKE 976RESTCHURCH RD 946RESTCHURCH RD 964RESTCHURCH RD 209MACBETH LN 209MACBETH LN 4504MARTINSBURGPIKE 988RESTCHURCH RD 1004RESTCHURCH RD 1018REST CHURCH RD 1034RESTCHURCH RD 1046RESTCHURCH RD 191MACBETH LN 191MACBETH LN 160MACBETH LN 160MACBETH LN 280RUEBUCK LN 4535MARTINSBURG PIKE 1062RESTCHURCH RD 1076REST CHURCH RD 1090RESTCHURCH RD 1102RESTCHURCH RD 1530RESTCHURCH RD 4547MARTINSBURGPIKE 4552MARTINSBURG PIKE 1120RESTCHURCH RD 1130RESTCHURCH RD 1146RESTCHURCH RD 1160RESTCHURCH RD 224RUEBUCK LN 4586MARTINSBURG PIKE 1176RESTCHURCH RD 1188RESTCHURCH RD 4600MARTINSBURGPIKE 4622MARTINSBURG PIKE 172RUEBUCK LN 1011RESTCHURCH RD 4663MARTINSBURG PIKE 120BUSINESSBLVD 1029RESTCHURCH RD 1073RESTCHURCH RD 130RUEBUCK LN 142ROME DR 1089RESTCHURCH RD 1109RESTCHURCH RD 1133REST CHURCH RD 1145RESTCHURCH RD 4713MARTINSBURGPIKE 162ROME DR 1171RESTCHURCH RD 1214REST CHURCH RD 1226RESTCHURCH RD 1345RESTCHURCH RD 180ROME DR 185STAYMAN DR 159STAYMAN DR 201JONATHAN DR 163JONATHAN DR 1221RESTCHURCH RD 1287RESTCHURCH RD 1299RESTCHURCH RD 1333RESTCHURCH RD 4781MARTINSBURGPIKE 306ORCHARDDALE DR 338ORCHARDDALE DR 215STAYMAN DR 200STAYMAN DR 135RUEBUCK RD 180JONATHAN DR 147RUEBUCK RD 160RUEBUCK RD 196RUEBUCK RD 1309RESTCHURCH RD1287REST CHURCH RD 344ORCHARDDALE DR 240STAYMAN DR 173RUEBUCK RD 180RUEBUCK RD 374ORCHARD DALE DR 259WINESAP CT223WINESAP CT 197WINESAP CT 191RUEBUCK RD 211RUEBUCK RD 287WINESAP CT 229RUEBUCK RD 243RUEBUCK RD 220RUEBUCK RD WOODBINE RD WINESAP CT JONATHAN DRSTAYMAN DRHAUPTMAN CTTIMBERLAKES LNRUEBUCKRDR U E B U C K L N REST CHURCH RD ZACHARY ANN LNJOLINE D R MACBETH L N MARTINSBURGPIKEApplication Parcels Sewer and Water Service Area B2 (General Business District) B3 (Industrial Transition District) M1 (Light Industrial District) M2 (Industrial General District)µ Frederick County Planning & Development107 N Kent StWinchester, VA 22601540 - 665 - 5651Map Created: September 28, 2022REST CHURCH RD WOODSIDE RDMARTINSBURG PIKEMACBETH LNBROWN LNWOODBINE RD TIMBERLAKES LNRUEBUCK RDJOLINE DRR U E B U C K L N 0 1,000 2,000500 Feet BERKELEYCOUNTYWV REZ # 10 - 22: Fruit HillPINs: 33 - 9 - 1A, 33 - A - 89, 33 - A - 90Rezoning from RA to M1, RA to B2, a nd R A to TMZoning Map REZ #10-22 REZ #10-22 REZ #10-22 REZ #10-22 REZ #10-22 44 RIDGEWAYESTATESSubdivision £¤11 §¨¦81 §¨¦81 §¨¦81 BERKELEYCOUNTYWEST VIRGINIA 33 A 89 33 A 90 33 A 90 33 A 90 33 9 1A 120JOLINE DR 170JOLINE DR 196JOLINE DR 210JOLINE DR 232JOLINE DR248JOLINE DR 260JOLINE DR 286JOLINE DR 4123MARTINSBURGPIKE 4170MARTINSBURG PIKE 193JOLINE DR 124HAUPTMAN CT 201JOLINE DR 215JOLINE DR 320JOLINE DR 332THISTLE LN 4230MARTINSBURGPIKE352JOLINE DR 343JOLINE DR 367JOLINE DR 378JOLINE DR 4231MARTINSBURGPIKE 209HAUPTMAN CT 375JOLINE DR 381JOLINE DR 382JOLINE DR 4273MARTINSBURGPIKE 4268MARTINSBURGPIKE 141HAUPTMAN CT 163HAUPTMAN CT 351ZACHARYANN LN 4294MARTINSBURGPIKE4282MARTINSBURGPIKE 4317MARTINSBURGPIKE 4322MARTINSBURGPIKE 529TIMBERLAKES LN 4332MARTINSBURGPIKE 4374MARTINSBURGPIKE 4392MARTINSBURG PIKE 371MACBETH LN 383MACBETH LN 4441MARTINSBURG PIKE 4407MARTINSBURGPIKE 4412MARTINSBURGPIKE 367MACBETH LN 361MACBETH LN 4428MARTINSBURG PIKE 337MACBETH LN 309MACBETH LN 321ZACHARYANN LN 4455MARTINSBURG PIKE 4462MARTINSBURGPIKE 291MACBETH LN 266MACBETH LN 253MACBETH LN 4491MARTINSBURGPIKE4481MARTINSBURGPIKE 976RESTCHURCH RD 946RESTCHURCH RD 964RESTCHURCH RD 209MACBETH LN 209MACBETH LN 4504MARTINSBURGPIKE 988RESTCHURCH RD 1004RESTCHURCH RD 1018REST CHURCH RD 1034RESTCHURCH RD 1046RESTCHURCH RD 191MACBETH LN 191MACBETH LN 160MACBETH LN 160MACBETH LN 280RUEBUCK LN 4535MARTINSBURG PIKE 1062RESTCHURCH RD 1076REST CHURCH RD 1090RESTCHURCH RD 1102RESTCHURCH RD 1530RESTCHURCH RD 4547MARTINSBURGPIKE 4552MARTINSBURG PIKE 1120RESTCHURCH RD 1130RESTCHURCH RD 1146RESTCHURCH RD 1160RESTCHURCH RD 224RUEBUCK LN 4586MARTINSBURG PIKE 1176RESTCHURCH RD 1188RESTCHURCH RD 4600MARTINSBURGPIKE 4622MARTINSBURG PIKE 172RUEBUCK LN 1011RESTCHURCH RD 4663MARTINSBURG PIKE 120BUSINESSBLVD 1029RESTCHURCH RD 1073RESTCHURCH RD 130RUEBUCK LN 142ROME DR 1089RESTCHURCH RD 1109RESTCHURCH RD 1133REST CHURCH RD 1145RESTCHURCH RD 4713MARTINSBURGPIKE 162ROME DR 1171RESTCHURCH RD 1214REST CHURCH RD 1226RESTCHURCH RD 1345RESTCHURCH RD 180ROME DR 185STAYMAN DR 159STAYMAN DR 201JONATHAN DR 163JONATHAN DR 1221RESTCHURCH RD 1287RESTCHURCH RD 1299RESTCHURCH RD 1333RESTCHURCH RD 4781MARTINSBURGPIKE 306ORCHARDDALE DR 338ORCHARDDALE DR 215STAYMAN DR 200STAYMAN DR 135RUEBUCK RD 180JONATHAN DR 147RUEBUCK RD 160RUEBUCK RD 196RUEBUCK RD 1309RESTCHURCH RD1287REST CHURCH RD 344ORCHARDDALE DR 240STAYMAN DR 173RUEBUCK RD 180RUEBUCK RD 374ORCHARD DALE DR 259WINESAP CT223WINESAP CT 197WINESAP CT 191RUEBUCK RD 211RUEBUCK RD 287WINESAP CT 229RUEBUCK RD 243RUEBUCK RD 220RUEBUCK RD WOODBINE RD WINESAP CT JONATHAN DRSTAYMAN DRHAUPTMAN CTTIMBERLAKES LNRUEBUCKRDR U E B U C K L N REST CHURCH RD ZACHARY ANN LNJOLINE D R MACBETH L N MARTINSBURGPIKEApplication Parcels Sewer and Water Service Area µ Frederick County Planning & Development107 N Kent StWinchester, VA 22601540 - 665 - 5651Map Created: September 28, 2022REST CHURCH RD WOODSIDE RDMARTINSBURG PIKEMACBETH LNBROWN LNWOODBINE RD TIMBERLAKES LNRUEBUCK RDJOLINE DRR U E B U C K L N 0 1,000 2,000500 Feet BERKELEYCOUNTYWV REZ # 10 - 22: Fruit HillPINs: 33 - 9 - 1A, 33 - A - 89, 33 - A - 90Rezon ing from RA to M 1, RA to B2, a nd R A To TMLocation Map REZ #10-22 REZ #10-22 REZ #10-22 REZ #10-22 REZ #10-22 45 RIDGEWAYESTATESSubdivision £¤11 §¨¦81 §¨¦81 §¨¦81 BERKELEYCOUNTYWEST VIRGINIA 33 A 89 33 A 90 33 A 90 33 A 90 33 9 1A 120JOLINE DR 170JOLINE DR 196JOLINE DR 210JOLINE DR 232JOLINE DR248JOLINE DR 260JOLINE DR 286JOLINE DR 4123MARTINSBURGPIKE 4170MARTINSBURG PIKE 193JOLINE DR 124HAUPTMAN CT 201JOLINE DR 215JOLINE DR 320JOLINE DR 332THISTLE LN 4230MARTINSBURGPIKE352JOLINE DR 343JOLINE DR 367JOLINE DR 378JOLINE DR 4231MARTINSBURGPIKE 209HAUPTMAN CT 375JOLINE DR 381JOLINE DR 382JOLINE DR 4273MARTINSBURGPIKE 4268MARTINSBURGPIKE 141HAUPTMAN CT 163HAUPTMAN CT 351ZACHARYANN LN 4294MARTINSBURGPIKE4282MARTINSBURGPIKE 4317MARTINSBURGPIKE 4322MARTINSBURGPIKE 529TIMBERLAKES LN 4332MARTINSBURGPIKE 4374MARTINSBURGPIKE 4392MARTINSBURG PIKE 371MACBETH LN 383MACBETH LN 4441MARTINSBURG PIKE 4407MARTINSBURGPIKE 4412MARTINSBURGPIKE 367MACBETH LN 361MACBETH LN 4428MARTINSBURG PIKE 337MACBETH LN 309MACBETH LN 321ZACHARYANN LN 4455MARTINSBURG PIKE 4462MARTINSBURGPIKE 291MACBETH LN 266MACBETH LN 253MACBETH LN 4491MARTINSBURGPIKE4481MARTINSBURGPIKE 976RESTCHURCH RD 946RESTCHURCH RD 964RESTCHURCH RD 209MACBETH LN 209MACBETH LN 4504MARTINSBURGPIKE 988RESTCHURCH RD 1004RESTCHURCH RD 1018REST CHURCH RD 1034RESTCHURCH RD 1046RESTCHURCH RD 191MACBETH LN 191MACBETH LN 160MACBETH LN 160MACBETH LN 280RUEBUCK LN 4535MARTINSBURG PIKE 1062RESTCHURCH RD 1076REST CHURCH RD 1090RESTCHURCH RD 1102RESTCHURCH RD 1530RESTCHURCH RD 4547MARTINSBURGPIKE 4552MARTINSBURG PIKE 1120RESTCHURCH RD 1130RESTCHURCH RD 1146RESTCHURCH RD 1160RESTCHURCH RD 224RUEBUCK LN 4586MARTINSBURG PIKE 1176RESTCHURCH RD 1188RESTCHURCH RD 4600MARTINSBURGPIKE 4622MARTINSBURG PIKE 172RUEBUCK LN 1011RESTCHURCH RD 4663MARTINSBURG PIKE 120BUSINESSBLVD 1029RESTCHURCH RD 1073RESTCHURCH RD 130RUEBUCK LN 142ROME DR 1089RESTCHURCH RD 1109RESTCHURCH RD 1133REST CHURCH RD 1145RESTCHURCH RD 4713MARTINSBURGPIKE 162ROME DR 1171RESTCHURCH RD 1214REST CHURCH RD 1226RESTCHURCH RD 1345RESTCHURCH RD 180ROME DR 185STAYMAN DR 159STAYMAN DR 201JONATHAN DR 163JONATHAN DR 1221RESTCHURCH RD 1287RESTCHURCH RD 1299RESTCHURCH RD 1333RESTCHURCH RD 4781MARTINSBURGPIKE 306ORCHARDDALE DR 338ORCHARDDALE DR 215STAYMAN DR 200STAYMAN DR 135RUEBUCK RD 180JONATHAN DR 147RUEBUCK RD 160RUEBUCK RD 196RUEBUCK RD 1309RESTCHURCH RD1287REST CHURCH RD 344ORCHARDDALE DR 240STAYMAN DR 173RUEBUCK RD 180RUEBUCK RD 374ORCHARD DALE DR 259WINESAP CT223WINESAP CT 197WINESAP CT 191RUEBUCK RD 211RUEBUCK RD 287WINESAP CT 229RUEBUCK RD 243RUEBUCK RD 220RUEBUCK RD WOODBINE RD WINESAP CT JONATHAN DRSTAYMAN DRHAUPTMAN CTTIMBERLAKES LNRUEBUCKRDR U E B U C K L N REST CHURCH RD ZACHARY ANN LNJOLINE D R MACBETH L N MARTINSBURGPIKEApplication Parcels Sewer and Water Service Area Long Range Land Use Business Mixed Use Industrial/Office Industrial µ Frederick County Planning & Development107 N Kent StWinchester, VA 22601540 - 665 - 5651Map Created: September 28, 2022REST CHURCH RD WOODSIDE RDMARTINSBURG PIKEMACBETH LNBROWN LNWOODBINE RD TIMBERLAKES LNRUEBUCK RDJOLINE DRR U E B U C K L N 0 1,000 2,000500 Feet BERKELEYCOUNTYWV REZ # 10 - 22: Fruit HillPINs: 33 - 9 - 1A, 33 - A - 89, 33 - A - 90Rezon ing from RA to M 1, RA to B2, a nd R A to TMLong Range Land Use Map REZ #10-22 REZ #10-22 REZ #10-22 REZ #10-22 REZ #10-22 46 Page 1 To be completed by Planning Staff:Fee Amount Paid $ Zoning Amendment Number Anticipated PC Hearing Date Date Received Anticipated BOS Hearing Date REZONING APPLICATION FREDERICK COUNTY, VA DEPARTMENT OF PLANNING & DEVELOPMENT 1. Property Owner(s) (please attach additional page(s) if more than two owners): Name: Specific Contact Person if Other than Above: Address: Telephone: Email: Name: Specific Contact Person if Other than Above: Address: Telephone: Email: 2. Other Applicant Party (such as a contract purchaser) (please attach additional page(s) if necessary): Name: Specific Contact Person if Other than Above: Address: Telephone: Email: 3. Law firm, engineering firm, or other person, if any, serving as the primary contact person for this application: Firm Name: Specific Contact Person at Firm: Address: Telephone: Email: Please note that, if a law firm, engineering firm, or other person, other than the owner of the property, will be acting on behalf of the owner and/or executing papers on behalf of the owner in connection with the rezoning, the owner will need to execute a power of attorney form granting the firm or person such authority. DTS LC Diane Kearns 766 Echo Lane, PO Box 2368, Winchester, VA 22604-1568 didi@shentel.net Equus Capital Partners, Ltd. (Contract Purchaser) Bob Dwyer 3843 West Chester Pike, Newtown Square, PA 19073 (610) 996-6600 bob@landtrustprop.com Walsh, Colucci, Lubeley & Walsh John H. Foote 4310 Prince William Parkway, Suite 300, Prince William, Virginia 22192 703-680-4664 jfoote@thelandlawyers.com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roperty Address NameOwner Address Owner Address Zoning Use 33 9 1 1530 REST CHURCH RD PFJ SOUTHEAST LLC5508 LONAS DR KNOXVILLE, TN 37909 3221 B3COMMERCIAL33 9 4 0 ZACHARY ANN LN AB WHITE HALL LLC13941 CUBA RD COCKEYSVILLE, MD 21030 1208 B3 VACANT-COMMERCIAL33 9 5 321 ZACHARY ANN LN PROFESSIONAL MOBILE HOME BROKERS INC PO BOX 4091 WINCHESTER, VA 22604 4091 B3COMMERCIAL33 9 6 351 ZACHARY ANN LN JCA IV WHITE HALL LLC8531 PULASKI HWY BALTIMORE, MD 21237 3005 M1INDUSTRIAL33 A 88 332 THISTLE LN GRAY DAVID K & GRAY BRENDA S 332 THISTLE LNCLEAR BROOK, VA 22624 1563 RA DWELLING33 12 24 911 Address Not on File FAIRFIELD FARM OF FREDERICK COLLC 1767 CEDAR HILL RD CLEAR BROOK, VA 22624 1557 RA VACANT33 12 14 381 JOLINE DR DICKERSON DANIEL L & DICKERSON JOY 381 JOLINE DR CLEAR BROOK, VA 22624 1686 RA DWELLING33 12 15 375 JOLINE DR C S JENNINGS CONSTRUCTION INC PO BOX 3830 WINCHESTER, VA 22604 8273 RA VACANT 33 12 16 367 JOLINE DR KERNS RUSSELL E & KERNS KATHERINE L 367 JOLINE DR CLEAR BROOK, VA 22624 1686 RA DWELLING33 12 17 343 JOLINE DR MADAGAN DOUGLAS A JR & MADAGAN LEANNA U PO BOX 311 STEPHENSON, VA 22656 0311 RA DWELLING33 A 18G 209 HAUPTMAN CT MCNERNEY MICHAEL T & MCNERNEY BETTY J 209 HAUPTMAN CT CLEAR BROOK, VA 22624 1679 RA DWELLING33 A 18A 529 TIMBERLAKES LN POE JOSEPH W & POE DONNA M 529 TIMBERLAKES LN CLEAR BROOK, VA 22624 1610 RA DWELLING33 5 30 291 MACBETH LN SHALLENBERGER BRIAN K & SHALLENBERGER GABRIELA C 291 MACBETH LN CLEAR BROOK, VA 22624 1516 RA DWELLING33 5 29 266 MACBETH LN NAIL DENVER C & NAIL EMILY C 266 MACBETH LNCLEAR BROOK, VA 22624 1516 RA DWELLING33 5 28 253 MACBETH LN HACKNEY DIANA L253 MACBETH LN CLEAR BROOK, VA 22624 1516 RA DWELLING33 5 27 209 MACBETH LN BABCOCK VALERIE L209 MACBETH LN CLEAR BROOK, VA 22624 1516 RA DWELLING33 5 26 191 MACBETH LN CORRICK MICHAEL J & CORRICK LISA J 191 MACBETH LN CLEAR BROOK, VA 22624 1524 RA DWELLING33 5 25 160 MACBETH LN RUSSELL DAVID O160 MACBETH LN CLEAR BROOK, VA 22624 1524 RA DWELLING33 5 24 280 RUEBUCK LN DANFORTH DEAN WILLIAM & DANFORTH CHERYL LYNN 280 RUEBUCK LN CLEAR BROOK, VA 22624 1522 RA DWELLING33 5 23 224 RUEBUCK LN COOPER ROY A224 RUEBUCK LN CLEAR BROOK, VA 22624 1521 RA DWELLING33 5 22 172 RUEBUCK LN KIBLER ADAM C & KIBLER PATSY L 172 RUEBUCK LN CLEAR BROOK, VA 22624 1518 RA DWELLING33 5 21 130 RUEBUCK LN HUNTSBERGER JOHN R & HUNTSBERGER BRINLEY 130 RUEBUCK LN CLEAR BROOK, VA 22624 1518 RA DWELLING23 A 11 1226 REST CHURCH RD SHILEY JARED A1226 REST CHURCH RD CLEAR BROOK, VA 22624 1501 RA DWELLING23 1 4 1233 REST CHURCH RD TAYLOR DENNIS MICHAEL & TAYLOR DARLA SUE 1233 REST CHURCH RD CLEAR BROOK, VA 22624 1500 RA DWELLING23 8 15 114 RUEBUCK RD ENNS TAMMY F TRUSTEE & OF THE REV TRUST OF TAMMY F ENNS 114 RUEBUCK RD CLEAR BROOK, VA 22624 1420 RA DWELLING23 8 14 1287 REST CHURCH RD BECERRIL LUIS ANTONIO MARIN & LOPEZ ADRIANA NAHIR JIMENEZ 1287 REST CHURCH RD CLEAR BROOK, VA 22624 1419 RA DWELLING23 A 13 1299 REST CHURCH RD BUTLER RYAN J & BUTLER WILLIAM J 1299 REST CHURCH RD CLEAR BROOK, VA 22624 1419 RA DWELLING23 A 14 1333 REST CHURCH RD BUTLER EDWARD L JR & BUTLER NANCY LEE1333 REST CHURCH RD CLEAR BROOK, VA 22624 1417 RA DWELLING23 A 18 1345 REST CHURCH RD INTERSTATE ORCHARD INC THE PO BOX 2368WINCHESTER, VA 22604 1568 RA DWELLING23 A 18A 911 Address Not on File PFJ SOUTHEAST LLC5508 LONAS DR KNOXVILLE, TN 37909 3221 RA DWELLINGAdjacent Property ListFruit Hill RezoningCompiled May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Ƒ /RFDWLRQ0DS Ƒ 3ODW'HSLFWLQJ0HWHV%RXQGVRI3URSRVHG=RQLQJ Ƒ ,PSDFW$QDO\VLV6WDWHPHQW Ƒ 3URIIHU6WDWHPHQWLIDQ\ Ƒ $JHQF\&RPPHQWV Ƒ )HH Ƒ &RSLHVRI'HHGV WR3URSHUW\LHV Ƒ 7D[3D\PHQW9HULILFDWLRQ Ƒ 'LJLWDOFRSLHVSGI¶VRIDOOVXEPLWWHGLWHPV 50 51 2ZQHUVRISURSHUW\DGMRLQLQJWKHODQGZLOOEHQRWLILHGRIWKH3ODQQLQJ&RPPLVVLRQDQGWKH %RDUGRI6XSHUYLVRUVPHHWLQJV)RUWKHSXUSRVHRIWKLVDSSOLFDWLRQDGMRLQLQJSURSHUW\LVDQ\ SURSHUW\ DEXWWLQJ WKH UHTXHVWHG SURSHUW\ RQ WKH VLGH RU UHDU RU DQ\ SURSHUW\ GLUHFWO\ DFURVVDSXEOLFULJKWRIZD\DSULYDWHULJKWRIZD\RUDZDWHUFRXUVHIURPWKHUHTXHVWHG SURSHUW\ 7KH DSSOLFDQW LV UHTXLUHG WR REWDLQ WKH IROORZLQJ LQIRUPDWLRQ RQ HDFK DGMRLQLQJ SURSHUW\LQFOXGLQJWKHSDUFHOLGHQWLILFDWLRQQXPEHUZKLFKPD\EHREWDLQHGIURPWKHRIILFHRIWKH &RPPLVVLRQHURI5HYHQXHThe Commissioner of the Revenue is located on the 2nd floor of the Frederick County Administrative Building, 107 North Kent Street. 1DPHDQG3URSHUW\,GHQWLILFDWLRQ1XPEHU $GGUHVV 1DPH 3URSHUW\ 1DPH 3URSHUW\ 1DPH 3URSHUW\ 1DPH 3URSHUW\ 1DPH 3URSHUW\ 1DPH 3URSHUW\ 1DPH 3URSHUW\ 1DPH 3URSHUW\ 1DPH 3URSHUW\ $'-2,1,1*3523(57<2:1(56 /21$6 '53)- 6287+($67 //& .12;9,//( 71 $% :+,7( +$// //& 352)(66,21$/ 02%,/( +20( %52.(56 ,1& -&$ ,9 :+,7( +$// //& &8%$ 5' &2&.(<69,//( 0' 32 %2; :,1&+(67(5 9$ 38/$6., +:< %$/7,025( 0' *5$< '$9,' . *5$< %5(1'$ 6 $ )$,5),(/' )$50 2) )5('(5,&. &2//& &('$5 +,// 5' ',&.(5621 '$1,(/ / ',&.(5621 -2< & 6 -(11,1*6 &216758&7,21 ,1& .(516 5866(// ( .(516 .$7+(5,1( / 7+,67/( /1 &/($5 %522. 9$ &/($5 %522. 9$ -2/,1( '5 &/($5 %522. 9$ 32 %2; :,1&+(67(5 9$ -2/,1( '5 &/($5 %522. 9$ 52 1DPHDQG3URSHUW\,GHQWLILFDWLRQ1XPEHU $GGUHVV 1DPH 3URSHUW\ 1DPH 3URSHUW\ 1DPH 3URSHUW\ 1DPH 3URSHUW\ 1DPH 3URSHUW\ 1DPH 3URSHUW\ 1DPH 3URSHUW\ 1DPH 3URSHUW\ 1DPH 3URSHUW\ 1DPH 3URSHUW\ 1DPH 3URSHUW\ 1DPH 3URSHUW\ 1DPH 3URSHUW\ 1DPH 3URSHUW\ 0$'$*$1 '28*/$6 $ -5 0$'$*$1 /($11$ 8 32 %2; 0&1(51(< 0,&+$(/ 7 0&1(51(< %(77< - $ * 32( -26(3+ : 32( '211$ 0 $ $ 6+$//(1%(5*(5 %5,$1 . 6+$//(1%(5*(5 *$%5,(/$ & 0$&%(7+ /1 1$,/ '(19(5 & 1$,/ (0,/< & +$&.1(< ',$1$ / 67(3+(1621 9$ +$8370$1 &7 &/($5 %522. 9$ 7,0%(5/$.(6 /1 &/($5 %522. 9$ &/($5 %522. 9$ &/($5 %522. 9$ 0$&%(7+ /1 0$&%(7+ /1 0$&%(7+ /1 &/($5 %522. 9$ 0$&%(7+ /1 %$%&2&. 9$/(5,( / &255,&. 0,&+$(/ - &255,&. /,6$ - &/($5 %522. 9$ &/($5 %522. 9$ 5866(// '$9,' 2 '$1)257+ '($1 :,//,$0 '$1)257+ &+(5</ /<11 &223(5 52< $ .,%/(5 $'$0 & .,%/(5 3$76< / +8176%(5*(5 -2+1 5 +8176%(5*(5 %5,1/(< 6+,/(< -$5(' $ $ 0$&%(7+ /1 &/($5 %522. 9$ 58(%8&. /1 &/($5 %522. 9$ 58(%8&. /1 &/($5 %522. 9$ 58(%8&. /1 &/($5 %522. 9$ 58(%8&. /1 &/($5 %522. 9$ 5(67 &+85&+ 5' &/($5 %522. 9$ 53 1DPHDQG3URSHUW\,GHQWLILFDWLRQ1XPEHU $GGUHVV 1DPH 3URSHUW\ 1DPH 3URSHUW\ 1DPH 3URSHUW\ 1DPH 3URSHUW\ 1DPH 3URSHUW\ 1DPH 3URSHUW\ 1DPH 3URSHUW\ 1DPH 3URSHUW\ 1DPH 3URSHUW\ 1DPH 3URSHUW\ 1DPH 3URSHUW\ 1DPH 3URSHUW\ 1DPH 3URSHUW\ 1DPH 3URSHUW\ TAYLOR DENNIS MICHAEL & TAYLOR DARLA SUE 1233 REST CHURCH RD 23 1 4 ENNS TAMMY F TRUSTEE & OF THE REV TRUST OF TAMMY F ENNS 23 8 15 BECERRIL LUIS ANTONIO MARIN & LOPEZ ADRIANA NAHIR JIMENEZ 23 8 14 BUTLER RYAN J & BUTLER WILLIAM J 1299 REST CHURCH RD 23 A 13 BUTLER EDWARD L JR & BUTLER NANCY LEE 23 A 14 INTERSTATE ORCHARD INC THE 23 A 18 CLEAR BROOK, VA 22624 1500 114 RUEBUCK RD CLEAR BROOK, VA 22624 1420 1287 REST CHURCH RD CLEAR BROOK, VA 22624 1419 CLEAR BROOK, VA 22624 1419 WINCHESTER, VA 22604 1568 5508 LONAS DR 1333 REST CHURCH RD CLEAR BROOK, VA 22624 1417 PO BOX 2368 PFJ SOUTHEAST LLC 23 A 18A KNOXVILLE, TN 37909 3221 54 55 Draft 5/10/2023 1:42 PM PROFFER STATEMENT EQUUS CAPITAL PARTNERS, LTD. FRUIT HILL REZONING STONEWALL MAGISTERIAL DISTRICT +/- 220.06 ACRES Rezoning: #10-22 Record Owner: DTS, L.C. and William O. Minor Applicant: Equus Capital Partners, Ltd. Property: 33-(9)-1A; 33-(A)-89; 33-(A)-90, comprising approximately 220.06 acres as shown on the Generalized Development. Plan (hereinafter the “Property”) Zoning: RA to M1, B2, and TM Project Name: Fruit Hill Rezoning Original Proffer Date: June 28, 2022 Revision Date: December 6, 2022 January 9, 2023 March 6, 2023 March 31, 2023 April 12, 2023 May \, 2023 Preliminary Matters: Pursuant to Va. Code Ann. § 15.2-2296, et seq., and § 165-102.06 of the Frederick County Zoning Ordinance, the undersigned hereby proffers that the development and use of the Property shall be in substantial conformance with the following conditions. In the event this rezoning is granted as applied for by the Applicant, then these proffers shall supersede and replace in their entirety all other proffers made prior hereto with respect to the Property. In the event this rezoning is not granted as applied for by the Applicant, then these proffers shall be deemed 56 DRAFT PROFFER STATEMENT FRUIT HILL REZONING #10-22 STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 2 of 12 withdrawn and shall be null and void, and any existing proffers will remain in full force and effect. The headings of the proffers set forth below have been prepared for convenience or reference only and shall not control or affect the meaning or be taken as an interpretation of any provision of the proffers. Any improvements proffered herein below shall be provided at the time of development of the portion of the site served by the improvement, unless otherwise specified. The terms “Applicant” and “Developer” shall include the current and all future owners and successors in interest. For purposes of reference in this Proffer Statement, the “Generalized Development Plan” shall be that plan, consisting of three (3) sheets, prepared by Dice Engineering, PLC entitled, “Fruit Hill Rezoning Frederick County, VA.,” (the “GDP”) dated May 10, 2023. 1. DEVELOPMENT AND USE OF THE PROPERTY 1.1. The subject Property shall be developed in substantial conformance with the GDP, and shall be designed to establish interconnected Land Bays in conformance with the said GDP, and as is specifically set forth in these Proffers. Upon submission of final site or subdivision plans, minor changes and adjustments may be made to the road alignments, entrances, parking, dimensions and location of the SWM/BMP facilities, the exact configuration and location of building footprints, and other similar features as shown on the GDP, provided they meet the intent of these Proffers and are approved by the Director of Planning. 1.2. The following uses shall be prohibited on the portion of the Property zoned M1, as shown on the GDP: 1.2.1. Offices and storage facilities for building construction contractors, heavy construction contractors and special trade contractors 1.2.2. Transportation by air 1.2.3. Dry cleaning plants 1.2.4. Automotive repair shops 1.2.5. Welding repair 57 DRAFT PROFFER STATEMENT FRUIT HILL REZONING #10-22 STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 3 of 12 1.2.6. Agricultural equipment repair 1.2.7. Boiler cleaning and repair 1.2.8. Cesspool cleaning 1.2.9. Farm machinery and tractor repair 1.2.10. Industrial truck repair 1.2.11. Motorcycle repair service 1.2.12. Septic tank cleaning service 1.2.13. Sewer cleaning service 1.2.14. Tank and boiler cleaning service 1.2.15. Tank truck cleaning service 1.2.16. Residential uses accessory to allowed business uses 1.2.17. Industrial launderers 1.2.18. Truck or fleet maintenance facilities 1.3. The Applicant may develop that portion of the Property to be rezoned to TM, as depicted on the GDP, with up to 300,000 sq. ft. of data center only, as permitted in TM districts. All other uses permitted by-right or by conditional use permit are prohibited on that portion of the Property rezoned to the TM District. 1.4. The Applicant may develop only one hotel with a maximum of 100 rooms (ITE Use Group 310), and no more than 5,000 gross sq. ft. of Restaurant (ITE Use Group 932) on that portion of the Property to be rezoned to the B2 District, as depicted on the GDP, and no other uses that are otherwise permitted in that District by right or by conditional use permit. These permitted uses may be in one structure, or in two separate structures, in compliance with relevant Frederick County Ordinances. 1.5. On that portion of the Property to be rezoned to the M1 District, as depicted on the GDP, the Applicant may construct not more than 2,125,500 gross sq. ft. of Warehousing (ITE Use Group 150), as depicted on the GDP, and in compliance with relevant Frederick County Ordinances, of which not more than 300,000 square feet may be High Cube Cold Storage Warehousing (ITE Use Group 157). 1.6. With the exception of (i) the uses that are prohibited in Proffers 1.2, 1.3, and 1.4, and (ii) the limitations on High Cube Cold Storage Warehousing 58 DRAFT PROFFER STATEMENT FRUIT HILL REZONING #10-22 STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 4 of 12 in Proffer 1.5, above, the Applicant may develop the Property with any other use permitted by right or conditional use permit (upon the approval of such a permit by the Board of Supervisors) in the M1 District, subject, however, to the following requirements: 1.6.1. If the Applicant elects to develop the M1 Property with any permitted use that results in a higher net new trip generation from the Property than that shown in the “Transportation Impact Analysis for the Fruit Hill Property,” prepared by Kittelson and Associates, dated January 2023 (the “TIA”), then as part of the conditional use permit or site plan approval process for those uses, the Applicant shall submit an updated TIA to the County and the Virginia Department of Transportation (“VDOT”). Subject to County and VDOT approval of the updated TIA, and the Applicant shall mitigate any additional impacts caused by such additional trips. 1.6.2. In determining whether the uses collectively have an increased traffic impact for purposes of Proffers 1.6.1, the Applicant may use actual traffic counts for then existing uses on the Property in lieu of the estimates that were employed in the TIA, for determining background traffic at the time of site plan submission. 2. COMMUNITY DESIGN 2.1. Perimeter landscaping shall be provided in substantial conformance with the GDP. All new landscaping/plantings shall be indigenous species, native to Virginia. 2.2. The Applicant shall construct a 6-foot landscaped berm along the Property’s boundary with lots in the Carrollton Subdivision and the Ridgeway Estates Subdivision in accordance with the details thereof on the GDP. Where no berm is provided adjacent to RA zoned parcels, the Applicant shall preserve existing vegetation not more than 75 feet from 59 DRAFT PROFFER STATEMENT FRUIT HILL REZONING #10-22 STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 5 of 12 the perimeter property line to serve as a natural buffer or increase the building setback to 200 feet, as depicted on the GDP 3. TRANSPORTATION 3.1. The Applicant shall dedicate all lands proposed to be dedicated to the County or to VDOT, as they are depicted on the approved GDP, within 60 days of a written request from the County therefor. 3.2. The Applicant shall relocate Zachary Ann Lane as generally depicted on the GDP so as to connect with a new road (hereinafter “Fruit Hill Road”) as that new road is generally depicted on the Northeast Frederick Land Use Plan’s Transportation Map, and as generally shown on the GDP. The Applicant shall construct that portion of Fruit Hill Road within the boundaries of the Property, also as generally shown on the GDP. Fruit Hill Road shall be built within a 104-foot right-of-way, and shall consist of two lanes with a single 10-foot paved trail, with required turn lanes. 3.3. The Applicant shall construct a westbound left turn lane with at least 200 feet of storage and a 200-foot taper on Rest Church Road at its connection with Fruit Hill Road. 3.4. The Applicant shall apply to abandon, or cause to be abandoned, (i) that portion of Ruebuck Lane immediately past the southern boundary of County Parcel Map Pin 33-(5)-24, and (ii) that portion of Zachary Ann Lane no longer required after relocation of its entrance and connection to Rest Church Road. 3.5. The Applicant shall dedicate an additional 25 feet of right -of-way along the western property line for Ruebuck Lane, from its revised terminus to Rest Church Road, as depicted on the GDP. It shall further install a 55-foot cul-de-sac or a hammerhead turnaround at the terminus of Ruebuck sufficient to permit emergency and other vehicles to effect a safe turn around, at a location outside the floodplain and past the last residential driveway on Ruebuck. The design and location of the turnaround shall be finalized during site plan review. The Applicant shall further, at its expense, pave Ruebuck Lane and improve the 60 DRAFT PROFFER STATEMENT FRUIT HILL REZONING #10-22 STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 6 of 12 existing sight distance issues at its intersection with Macbeth Lane to a standard appropriate for a low volume road in the VDOT Rural Rustic Road Program, from its intersection with Rest Church Road south to the aforementioned cul-de-sac or turnaround. Such dedication shall be made concurrently with the approval of plans for the improvement of Ruebuck Lane. 3.6. The Applicant shall construct at its expense the improvements at the intersection of Route 11 and Rest Church Road that are identified in the TIA (the “Route 11 Improvements”), in accordance with these proffers. Upon the approval of this Rezoning, the Applicant shall, within six months thereafter, prepare plans for the Route 11 Improvements for review by VDOT and the County, and such other agencies as may be required, and upon approval of those plans and the issuance of the necessary construction permits, proceed forthwith to construct the Route 11 Improvements. 3.7. All proffered road improvements to be constructed by the Applicant except the Route 11 Improvements, and those phases of Fruit Hill Road as are established at the time of site plan approval, shall be completed prior to the issuance of the first occupancy permit for any building on the Property; provided that notwithstanding anything to the contrary herein, the Applicant will dedicate all of the right-of-way for Fruit Hill Road within 60 days of a written request of the County therefor, and provided further that the ultimate location of Fruit Hill Road may be adjusted for final engineering. 3.8. No entrances to the Property, other than the connection with Fruit Hill Road, as shown on the GDP, shall be permitted onto Rest Church Road or Ruebuck Lane. 3.9. All public roads shall be constructed to VDOT standards and subject to the approval of VDOT and Frederick County. 3.10. For the purposes of these Proffers, “completion” of a public road improvement shall mean when a road or improvement thereto is open to traffic, but may not have yet been accepted into the State Secondary 61 DRAFT PROFFER STATEMENT FRUIT HILL REZONING #10-22 STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 7 of 12 System of Highways for maintenance. Nothing herein shall override or contravene any subdivision monetary guarantee requirements for acceptance of public road improvements. 3.11. The Applicant shall provide appropriate sight distance at the intersection of Ruebuck Lane and Rest Church Road, as generally depicted on the Transportation Plan element of the Generalized Development Plan. 3.12. The Applicant shall contribute its pro rata share of the cost of installation of a traffic signal at the intersection of Fruit Hill Road and Rest Church Road when a signal warrant is authorized for such installation. The Applicant's pro-rata share of that cost shall be equal to its then proportionate share of the then total vehicle trips at that intersection less Rest Church Road through trips. Such costs shall be determined by the actual construction costs of the signal, or by VDOT’s then current unit price list if not already constructed, and shall be paid in accordance with a signalization agreement with VDOT. 4. SIGNAGE 4.1. The Applicant shall be limited to a single monument sign for the M-1 portion of the Property and a single monument sign for the B-2 portions of the Property at its entrance along Rest Church Road, conforming to the applicable provisions of § 165-201.06 of the Zoning Ordinance, as shown on the GDP; provided that this shall not preclude each owner or tenant of a building from installing signs, internal to the site, conforming to the provisions of § 165-201.06 (G) and (H) of the Zoning Ordinance. 5. LIGHTING 5.1. All outdoor lighting shall be compatible, and harmonious throughout the Property. Fixtures shall be similar in style. Lighting shall be mounted at a height that is relative to the property line such that it is no taller than its horizontal distance from the nearest property line, but in no case shall it be placed more than 25’ above grade. Any luminaire situated within 50’ of any property line shall be oriented perpendicular 62 DRAFT PROFFER STATEMENT FRUIT HILL REZONING #10-22 STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 8 of 12 to and faced away from that property line so as not to cause trespass onto an adjacent property in excess of 0.1 footcandles onto a residential use, or 0.5 footcandles onto any other property. All luminaires shall meet an up-light rating of U0 (that is zero up-light) according to the Luminaire Classification System (LCS), as developed and maintained by the Illuminating Engineering Society (IES). They shall be oriented with the central beam pointed straight down, and shall otherwise conform to the requirements of the County’s Zoning Ordinance. The Applicant shall prepare and submit a photometric plan as part of the final site plan process demonstrating the minimization of off-site lighting impacts. 6. FIRE AND RESCUE 6.1. The Applicant shall contribute to Frederick County the sum of $150.00 per 1,000 gross square feet of constructed building as depicted on each final site plan, to be used for fire and rescue purposes. The contribution shall be made at the time of issuance of the certificate of occupancy for each structure built on the Property. 7. WATER AND SEWER 7.1. The Property shall be served with public water and public sewer. At its expense, the Applicant shall design and construct all on-site and off-site improvements necessary to provide service for the demand generated by development on the Property in accordance with applicable Frederick County Sanitation Authority (“Frederick Water”), Frederick County, and Virginia laws, ordinances, and regulations. 7.2. The Applicant will install at its expense SCADA systems as approved by Frederick Water at the Woodbine and VDOT pump stations to enable them to be monitored and pumps cycled on-off in an efficient manner, to accommodate the flows generated by the development. 7.3. The Applicant will grant the necessary easements at no cost to the County or Frederick Water to facilitate the north-south flow of water, the location of which easements shall generally follow the eastern 63 DRAFT PROFFER STATEMENT FRUIT HILL REZONING #10-22 STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 9 of 12 property lines of the Property, with the purpose of ultimately extending to Cedar Hill and Hopewell Roads. The location of these easements will be established as part of the site plan process. 8. CULTURAL RESOURCES INVESTIGATION AND PRESERVATION 8.1. The Applicant shall conduct, or cause to be conducted, an Architectural Resources Study of the Property prior to the approval of the first final site plan for the Property. A Phase II study will be conducted to examine further the interiors and building materials in the Lewis-Solenberger and Cather Houses. 9. ESCALATOR In the event the monetary contributions set forth in this Proffer Statement are paid to Frederick County within eighteen (18) months after final approval of this rezoning, as applied for by the Applicant, said contributions shall be in the amounts as stated herein. Any monetary contributions set forth in this Proffer Statement which are to be paid to the County shall be adjusted in accordance with the Urban Consumer Price Index (CPI-U), published by the United States Department of Labor, such that at the time contributions are paid they shall be adjusted by the percentage change in the CPI-U from that date twenty four (24) months after final approval of this rezoning to the most recently available CPI-U to the date the contributions are paid, or six per cent (6%) per year, whichever is less. [Signatures on following pages] 64 DRAFT PROFFER STATEMENT FRUIT HILL REZONING #10-22 STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 10 of 12 SIGNATURE PAGES APPLICANT/CONTRACT PURCHASER: Equus Capital Development, Ltd. By: _______________________ Name: _______________________ Title: _______________________ State of _____________________: County of : The foregoing instrument was acknowledged before me this ___________________ (date) by _________________________________ (name of officer or agent) _____________________________ (title of officer or agent) of ______________________________________ (name of corporation acknowledging) a ____________________________ (state or place of incorporation), on behalf of the corporation. ______________________________ NOTARY PUBLIC My Commission Expires:___________________________ My Notary Registration Number:_____________________ 65 DRAFT PROFFER STATEMENT FRUIT HILL REZONING #10-22 STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 11 of 12 OWNER: DTS LC By: _______________________ Name: _______________________ Title: _______________________ State of _____________________: County of : The foregoing instrument was acknowledged before me this _______ day of _____________________, 2022, by _________________________________ (name of officer or agent) _____________________________ (title of officer or agent) of ______________________________________ (name of corporation acknowledging) a ____________________________ (state or place of incorporation), on behalf of the corporation. ______________________________ NOTARY PUBLIC My Commission Expires:___________________________ My Notary Registration Number:_____________________ 66 DRAFT PROFFER STATEMENT FRUIT HILL REZONING #10-22 STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 12 of 12 OWNER: William O. Minor _________________________________ State of _____________________: County of : Subscribed and sworn to before me this ____ day of ________________, 20_______ in my County and State aforesaid, by the aforenamed principal. ______________________________ NOTARY PUBLIC My Commission Expires: ___________________________ My Notary Registration Number: _____________________ 67 Draft 5/10/2023 1:47 PM5/10/2023 9:45 AM5/10/2023 8:46 AM PROFFER STATEMENT EQUUS CAPITAL PARTNERS, LTD. FRUIT HILL REZONING STONEWALL MAGISTERIAL DISTRICT +/- 220.06 ACRES Rezoning: #10-22 Record Owner: DTS, L.C. and William O. Minor Applicant: Equus Capital Partners, Ltd. Property: 33-(9)-1A; 33-(A)-89; 33-(A)-90, comprising approximately 220.06 acres as shown on the Generalized Development. Plan (hereinafter the “Property”) Zoning: RA to M1, B2, and TM Project Name: Fruit Hill Rezoning Original Proffer Date: June 28, 2022 Revision Date: December 6, 2022 January 9, 2023 March 6, 2023 March 31, 2023 April 12, 2023 May \, 2023 Preliminary Matters: Pursuant to Va. Code Ann. § 15.2-2296, et seq., and § 165-102.06 of the Frederick County Zoning Ordinance, the undersigned hereby proffers that the development and use of the Property shall be in substantial conformance with the following conditions. In the event this rezoning is granted as applied for by the Applicant, then these proffers shall supersede and replace in their entirety all other proffers made prior hereto with respect to the Property. In the event this rezoning is not granted as applied for by the Applicant, then these proffers shall be deemed 68 DRAFT PROFFER STATEMENT FRUIT HILL REZONING #10-22 STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 2 of 12 withdrawn and shall be null and void, and any existing proffers will remain in full force and effect. The headings of the proffers set forth below have been prepared for convenience or reference only and shall not control or affect the meaning or be taken as an interpretation of any provision of the proffers. Any improvements proffered herein below shall be provided at the time of development of the portion of the site served by the improvement, unless otherwise specified. The terms “Applicant” and “Developer” shall include the current and all future owners and successors in interest. For purposes of reference in this Proffer Statement, the “Generalized Development Plan” shall be that plan, consisting of three (3) sheets, prepared by Dice Engineering, PLC entitled, “Fruit Hill Rezoning Frederick County, VA.,” (the “GDP”) dated April 11May 10, 2023. 1. DEVELOPMENT AND USE OF THE PROPERTY 1.1. The subject Property shall be developed in substantial conformance with the GDP, and shall be designed to establish interconnected Land Bays in conformance with the said GDP, and as is specifically set forth in these Proffers. Upon submission of final site or subdivision plans, minor changes and adjustments may be made to the road alignments, entrances, parking, dimensions and location of the SWM/BMP facilities, the exact configuration and location of building footprints, and other similar features as shown on the GDP, provided they meet the intent of these Proffers and are approved by the Director of Planning. 1.2. The following uses shall be prohibited on the portion of the Property zoned M1, as shown on the GDP: 1.2.1. Offices and storage facilities for building construction contractors, heavy construction contractors and special trade contractors 1.2.2. Transportation by air 1.2.3. Dry cleaning plants 1.2.4. Automotive repair shops 1.2.5. Welding repair 69 DRAFT PROFFER STATEMENT FRUIT HILL REZONING #10-22 STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 3 of 12 1.2.6. Agricultural equipment repair 1.2.7. Boiler cleaning and repair 1.2.8. Cesspool cleaning 1.2.9. Farm machinery and tractor repair 1.2.10. Industrial truck repair 1.2.11. Motorcycle repair service 1.2.12. Septic tank cleaning service 1.2.13. Sewer cleaning service 1.2.14. Tank and boiler cleaning service 1.2.15. Tank truck cleaning service 1.2.16. Residential uses accessory to allowed business uses 1.2.17. Industrial launderers 1.2.18. Truck or fleet maintenance facilities 1.3. The Applicant may develop that portion of the Property to be rezoned to TM, as depicted on the GDP, with up to 300,000 sq. ft. of data center only, as permitted in TM districts. All other uses permitted by-right or by conditional use permit are prohibited on that portion of the Property rezoned to the TM District. 1.4. The Applicant may develop only one hotel with a maximum of 100 rooms (ITE Use Group 310), and no more than 5,000 gross sq. ft. of Restaurant (ITE Use Group 932) on that portion of the Property to be rezoned to the B2 District, as depicted on the GDP, and no other uses that are otherwise permitted in that District by right or by conditional use permit. These permitted uses may be in one structure, or in two separate structures, in compliance with relevant Frederick County Ordinances. 1.5. On that portion of the Property to be rezoned to the M1 District, as depicted on the GDP, Tthe Applicant may construct not more than 2,125,500 gross sq. ft. of Warehousing (ITE Use Group 150), as depicted on the GDP, and in compliance with relevant Frederick County Ordinances, of which not more than 300,000 square feet may be High Cube Cold Storage Warehousing (ITE Use Group 157). 1.6. With the exception of (i) the uses that are prohibited in Proffers 1.2, 1.3, and 1.4, and (ii) the limitations on High Cube Cold Storage Warehousing 70 DRAFT PROFFER STATEMENT FRUIT HILL REZONING #10-22 STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 4 of 12 in Proffer 1.5, above, the Applicant may develop the Property with any other use permitted by right or conditional use permit (upon the approval of such a permit by the Board of Supervisors) in the M1 District, subject, however, to the following requirements: 1.6.1. If the Applicant elects to develop the M1 Property with any permitted use that results in a higher net new trip generation from the Property than that shown in the “Transportation Impact Analysis for the Fruit Hill Property,” prepared by Kittelson and Associates, dated January 2023 (the “TIA”), then as part of the conditional use permit or site plan approval process for those uses, the Applicant shall submit an updated TIA to the County and the Virginia Department of Transportation (“VDOT”). Subject to County and VDOT approval of the updated TIA, and the Applicant shall mitigate any additional impacts caused by such additional trips. 1.6.2. In determining whether the uses collectively have an increased traffic impact for purposes of Proffers 1.6.1, the Applicant may use actual traffic counts for then existing uses on the Property in lieu of the estimates that were employed in the TIA, for determining background traffic at the time of site plan submission. 2. COMMUNITY DESIGN 2.1. Perimeter landscaping shall be provided in substantial conformance with the GDP. All new landscaping/plantings shall be indigenous species, native to Virginia. 2.2. The Applicant shall construct a 6-foot landscaped berm along the Property’s boundary with lots in the Carrollton Subdivision and the Ridgeway Estates Subdivision in accordance with the details thereof on the GDP. Where no berm is provided adjacent to RA zoned parcels, the Applicant shall preserve existing vegetation not more than 75 feet from 71 DRAFT PROFFER STATEMENT FRUIT HILL REZONING #10-22 STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 5 of 12 the perimeter property line to serve as a natural buffer or increase the building setback to 200 feet, as depicted on the GDP 3. TRANSPORTATION 3.1. The Applicant shall dedicate all lands proposed to be dedicated to the County or to VDOT, as they are depicted on the approved GDP, within 60 days of a written request from the County therefor. 3.2. The Applicant shall relocate Zachary Ann Lane as generally depicted on the GDP so as to connect with a new road (hereinafter “Fruit Hill Road”) as that new road is generally depicted on the Northeast Frederick Land Use Plan’s Transportation Map, and as generally shown on the GDP. The Applicant shall construct that portion of Fruit Hill Road within the boundaries of the Property, also as generally shown on the GDP. Fruit Hill Road shall be built within a 104-foot right-of-way, and shall consist of two lanes with a single 10-foot paved trail, with required turn lanes. 3.3. The Applicant shall construct a westbound left turn lane with at least 200 feet of storage and a 200-foot taper on Rest Church Road at its connection with Fruit Hill Road. 3.4. The Applicant shall apply to abandon, or cause to be abandoned, (i) that portion of Ruebuck Lane immediately past the southern boundary of County Parcel Map Pin 33-(5)-24, and (ii) that portion of Zachary Ann Lane no longer required after relocation of its entrance and connection to Rest Church Road. 3.5. The Applicant shall dedicate an additional 25 feet of right -of-way along the western property line for Ruebuck Lane, from its revised terminus to Rest Church Road, as depicted on the GDP. It shall further install a 55-foot cul-de-sac or a hammerhead turnaround at the terminus of Ruebuck sufficient to permit emergency and other vehicles to effect a safe turn around, at a location outside the floodplain and past the last residential driveway on Ruebuck. The design and location of the turnaround shall be finalized during site plan review. The Applicant shall further, at its expense, pave Ruebuck Lane and improve the 72 DRAFT PROFFER STATEMENT FRUIT HILL REZONING #10-22 STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 6 of 12 existing sight distance issues at its intersection with Macbeth Lane to a standard appropriate for a low volume road in the VDOT Rural Rustic Road Program, from its intersection with Rest Church Road south to the aforementioned cul-de-sac or turnaround. Such dedication shall be made concurrently with the approval of plans for the improvement of Ruebuck Lane. 3.6. The Applicant shall construct at its expense the improvements at the intersection of Route 11 and Rest Church Road that are identified in the TIA (the “Route 11 Improvements”), in accordance with these proffers. Upon the approval of this Rezoning, the Applicant shall, within six months thereafter, prepare plans for the Route 11 Improvements for review by VDOT and the County, and such other agencies as may be required, and upon approval of those plans and the issuance of the necessary construction permits, proceed forthwith to construct the Route 11 Improvements. 3.7. All proffered road improvements to be constructed by the Applicant except the Route 11 Improvements, and those phases of Fruit Hill Road as are established at the time of site plan approval, shall be completed prior to the issuance of the first occupancy permit for any building on the Property; provided that notwithstanding anything to the contrary herein, the Applicant will dedicate all of the right-of-way for Fruit Hill Road within 60 days of a written request of the County therefor, and provided further that the ultimate location of Fruit Hill Road may be adjusted for final engineering. 3.8. No entrances to the Property, other than the connection with Fruit Hill Road, as shown on the GDP, shall be permitted onto Rest Church Road or Ruebuck Lane. 3.9. All public roads shall be constructed to VDOT standards and subject to the approval of VDOT and Frederick County. 3.10. For the purposes of these Proffers, “completion” of a public road improvement shall mean when a road or improvement thereto is open to traffic, but may not have yet been accepted into the State Secondary 73 DRAFT PROFFER STATEMENT FRUIT HILL REZONING #10-22 STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 7 of 12 System of Highways for maintenance. Nothing herein shall override or contravene any subdivision monetary guarantee requirements for acceptance of public road improvements. 3.11. The Applicant shall provide appropriate sight distance at the intersection of Ruebuck Lane and Rest Church Road, as generally depicted on the Transportation Plan element of the Generalized Development Plan. 3.12. The Applicant shall contribute its pro rata share of the cost of installation of a traffic signal at the intersection of Fruit Hill Road and Rest Church Road when a signal warrant is authorized for such installation. The Applicant's pro-rata share of that cost shall be equal to its then proportionate share of the then total vehicle trips at that intersection less Rest Church Road through trips. Such costs shall be determined by the actual construction costs of the signal, or by VDOT’s then current unit price list if not already constructed, and shall be paid in accordance with a signalization agreement with VDOT. 4. SIGNAGE 4.1. The Applicant shall be limited to a single monument sign for the M-1 portion of the Property and a single monument sign for the B-2 portions of the Property at its entrance along Rest Church Road, conforming to the applicable provisions of § 165-201.06 of the Zoning Ordinance, as shown on the GDP; provided that this shall not preclude each owner or tenant of a building from installing signs, internal to the site, conforming to the provisions of § 165-201.06 (G) and (H) of the Zoning Ordinance. 5. LIGHTING 5.1. All outdoor lighting shall be compatible, and harmonious throughout the Property. Fixtures shall be similar in style. Lighting shall be mounted at a height that is relative to the property line such that it is no taller than its horizontal distance from the nearest property line, but in no case shall it be placed more than 25’ above grade. Any luminaire situated within 50’ of any property line shall be oriented perpendicular 74 DRAFT PROFFER STATEMENT FRUIT HILL REZONING #10-22 STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 8 of 12 to and faced away from that property line so as not to cause trespass onto an adjacent property in excess of 0.1 footcandles onto a residential use, or 0.5 footcandles onto any other property. All luminaires shall meet an up-light rating of U0 (that is zero up-light) according to the Luminaire Classification System (LCS), as developed and maintained by the Illuminating Engineering Society (IES). They shall be oriented with the central beam pointed straight down, and shall otherwise conform to the requirements of the County’s Zoning Ordinance. The Applicant shall prepare and submit a photometric plan as part of the final site plan process demonstrating the minimization of off-site lighting impacts. 6. FIRE AND RESCUE 6.1. The Applicant shall contribute to Frederick County the sum of $150.00 per 1,000 gross square feet of constructed building as depicted on each final site plan, to be used for fire and rescue purposes. The contribution shall be made at the time of issuance of the certificate of occupancy for each structure built on the Property. 7. WATER AND SEWER 7.1. The Property shall be served with public water and public sewer. At its expense, the Applicant shall design and construct all on-site and off-site improvements necessary to provide service for the demand generated by development on the Property in accordance with applicable Frederick County Sanitation Authority (“Frederick Water”), Frederick County, and Virginia laws, ordinances, and regulations. 7.2. The Applicant will install at its expense SCADA systems as approved by Frederick Water at the Woodbine and VDOT pump stations to enable them to be monitored and pumps cycled on-off in an efficient manner, to accommodate the flows generated by the development. 7.3. The Applicant will grant the necessary easements at no cost to the County or Frederick Water to facilitate the north-south flow of water, the location of which easements shall generally follow the eastern 75 DRAFT PROFFER STATEMENT FRUIT HILL REZONING #10-22 STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 9 of 12 property lines of the Property, with the purpose of ultimately extending to Cedar Hill and Hopewell Roads. The location of these easements will be established as part of the site plan process. 8. CULTURAL RESOURCES INVESTIGATION AND PRESERVATION 8.1. The Applicant shall conduct, or cause to be conducted, an Architectural Resources Study of the Property prior to the approval of the first final site plan for the Property. A Phase II study will be conducted to examine further the interiors and building materials in the Lewis-Solenberger and Cather Houses. 9. ESCALATOR In the event the monetary contributions set forth in this Proffer Statement are paid to Frederick County within eighteen (18) months after final approval of this rezoning, as applied for by the Applicant, said contributions shall be in the amounts as stated herein. Any monetary contributions set forth in this Proffer Statement which are to be paid to the County shall be adjusted in accordance with the Urban Consumer Price Index (CPI-U), published by the United States Department of Labor, such that at the time contributions are paid they shall be adjusted by the percentage change in the CPI-U from that date twenty four (24) months after final approval of this rezoning to the most recently available CPI-U to the date the contributions are paid, or six per cent (6%) per year, whichever is less. [Signatures on following pages] 76 DRAFT PROFFER STATEMENT FRUIT HILL REZONING #10-22 STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 10 of 12 SIGNATURE PAGES APPLICANT/CONTRACT PURCHASER: Equus Capital Development, Ltd. By: _______________________ Name: _______________________ Title: _______________________ State of _____________________: County of : The foregoing instrument was acknowledged before me this ___________________ (date) by _________________________________ (name of officer or agent) _____________________________ (title of officer or agent) of ______________________________________ (name of corporation acknowledging) a ____________________________ (state or place of incorporation), on behalf of the corporation. ______________________________ NOTARY PUBLIC My Commission Expires:___________________________ My Notary Registration Number:_____________________ 77 DRAFT PROFFER STATEMENT FRUIT HILL REZONING #10-22 STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 11 of 12 OWNER: DTS LC By: _______________________ Name: _______________________ Title: _______________________ State of _____________________: County of : The foregoing instrument was acknowledged before me this _______ day of _____________________, 2022, by _________________________________ (name of officer or agent) _____________________________ (title of officer or agent) of ______________________________________ (name of corporation acknowledging) a ____________________________ (state or place of incorporation), on behalf of the corporation. ______________________________ NOTARY PUBLIC My Commission Expires:___________________________ My Notary Registration Number:_____________________ 78 DRAFT PROFFER STATEMENT FRUIT HILL REZONING #10-22 STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 12 of 12 OWNER: William O. Minor _________________________________ State of _____________________: County of : Subscribed and sworn to before me this ____ day of ________________, 20_______ in my County and State aforesaid, by the aforenamed principal. ______________________________ NOTARY PUBLIC My Commission Expires: ___________________________ My Notary Registration Number: _____________________ 79 Draft 5/10/2023 2:02 PM PROFFER STATEMENT EQUUS CAPITAL PARTNERS, LTD. FRUIT HILL REZONING STONEWALL MAGISTERIAL DISTRICT +/- 220.06 ACRES Rezoning: #10-22 Record Owner: DTS, L.C. and William O. Minor Applicant: Equus Capital Partners, Ltd. Property: 33-(9)-1A; 33-(A)-89; 33-(A)-90, comprising approximately 220.06 acres as shown on the Generalized Development. Plan (hereinafter the “Property”) Zoning: RA to M1, B2, and TM Project Name: Fruit Hill Rezoning Original Proffer Date: June 28, 2022 Revision Date: December 6, 2022 January 9, 2023 March 6, 2023 March 31, 2023 April 12, 2023 May \, 2023 Preliminary Matters: Pursuant to Va. Code Ann. § 15.2-2296, et seq., and § 165-102.06 of the Frederick County Zoning Ordinance, the undersigned hereby proffers that the development and use of the Property shall be in substantial conformance with the following conditions. In the event this rezoning is granted as applied for by the Applicant, then these proffers shall supersede and replace in their entirety all other proffers made prior hereto with respect to the Property. In the event this rezoning is not granted as applied for by the Applicant, then these proffers shall be deemed 80 DRAFT PROFFER STATEMENT FRUIT HILL REZONING #10-22 STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 2 of 14 withdrawn and shall be null and void, and any existing proffers will remain in full force and effect. The headings of the proffers set forth below have been prepared for convenience or reference only and shall not control or affect the meaning or be taken as an interpretation of any provision of the proffers. Any improvements proffered herein below shall be provided at the time of development of the portion of the site served by the improvement, unless otherwise specified. The terms “Applicant” and “Developer” shall include the current and all future owners and successors in interest. For purposes of reference in this Proffer Statement, the “Generalized Development Plan” shall be that plan, consisting of three (3) sheets, prepared by Dice Engineering, PLC entitled, “Fruit Hill Rezoning Frederick County, VA.,” (the “GDP”) dated April 11May 10, 2023. 1. DEVELOPMENT AND USE OF THE PROPERTY 1.1. The subject Property shall be developed in substantial conformance with the GDP, and shall be designed to establish interconnected Land Bays in conformance with the said GDP, and as is specifically set forth in these Proffers. Upon submission of final site or subdivision plans, minor changes and adjustments may be made to the road alignments, entrances, parking, dimensions and location of the SWM/BMP facilities, the exact configuration and location of building footprints, and other similar features as shown on the GDP, provided they meet the intent of these Proffers and are approved by the Director of Planning. 1.2. The following uses shall be prohibited on the portion of the Property zoned M1, as shown on the GDP: 1.2.1. Offices and storage facilities for building construction contractors, heavy construction contractors and special trade contractors 1.2.2. Transportation by air 1.2.3. Dry cleaning plants 1.2.4. Automotive repair shops 1.2.5. Welding repair 81 DRAFT PROFFER STATEMENT FRUIT HILL REZONING #10-22 STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 3 of 14 1.2.6. Agricultural equipment repair 1.2.7. Boiler cleaning and repair 1.2.8. Cesspool cleaning 1.2.9. Farm machinery and tractor repair 1.2.10. Industrial truck repair 1.2.11. Motorcycle repair service 1.2.12. Septic tank cleaning service 1.2.13. Sewer cleaning service 1.2.14. Tank and boiler cleaning service 1.2.15. Tank truck cleaning service 1.2.16. Residential uses accessory to allowed business uses 1.2.17. Industrial launderers 1.2.18. Truck or fleet maintenance facilities 1.3. The Applicant may construct not more than 2,125,500 gross sq. ft. of Warehousing (ITE Use Group 150), as depicted on the GDP, and in compliance with relevant Frederick County Ordinances, of which not more than 300,000 square feet may be High Cube Cold Storage Warehousing (ITE Use Group 157). 1.5.1.3. The Applicant may develop that portion of the Property to be rezoned to TM, as depicted on the GDP, with up to 300,000 sq. ft. of data center only, as permitted in TM districts. All other uses permitted by-right or by conditional use permit are prohibited on that portion of the Property rezoned to the TM District. 1.6.1.4. The Applicant may develop no more thanonly one hotel with a maximum of 100 rooms (ITE Use Group 310), and no more than 5,000 gross sq. ft. of Restaurant (ITE Use Group 932) on that portion of the Property to be rezoned to the B2 District, as depicted on the GDP., and no other uses that are otherwise permitted in that District by right or by conditional use permit. These permitted uses may be in one structure, or in two separate structures, and in compliance with relevant Frederick County Ordinances. 1.5. With the exceptionOn that portion of the limitationProperty to be rezoned to the M1 District, as depicted on the GDP, the Applicant may 82 DRAFT PROFFER STATEMENT FRUIT HILL REZONING #10-22 STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 4 of 14 construct not more than 2,125,500 gross sq. ft. of Warehousing (ITE Use Group 150), as depicted on the GDP, and in compliance with relevant Frederick County Ordinances, of which not more than 300,000 square feet may be High Cube Cold Storage Warehousing, above, (ITE Use Group 157). 1.7.1.6. With the Applicant shall not be limited toexception of (i) the development of those uses listed that are prohibited in Proffers 1.2, 1.3, and it shall be permitted to1.4, and (ii) the limitations on High Cube Cold Storage Warehousing in Proffer 1.5, above, the Applicant may develop the Property with any other use permitted by right or specialconditional use permit in the relevant zoning district and not prohibited (upon the approval of such a permit by Proffer 1.2the Board of Supervisors) in the M1 District, subject, however, to the following requirements: 1.7.1.1.6.1. If the Applicant elects to develop the M1 Property with any permitted use that results in a higher net new trip generation from the Property than that shown in the “Transportation Impact Analysis for the Fruit Hill Property,” prepared by Kittelson and Associates, dated January 2023 (the “TIA”), then as part of the conditional use permit or site plan approval process for those uses, the Applicant shall submit an updated TIA to the County and the Virginia Department of Transportation (“VDOT”). Subject to County and VDOT approval of the updated TIA, and the Applicant shall mitigate any additional impacts caused by such additional trips. 1.7.2.1.6.2. In determining whether the uses collectively have an increased traffic impact for purposes of Proffers 1.6.1, the Applicant may use actual traffic counts for then existing uses on the Property in lieu of the estimates that were employed in the TIA, for determining background traffic at the time of site plan submission. 2. COMMUNITY DESIGN 83 DRAFT PROFFER STATEMENT FRUIT HILL REZONING #10-22 STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 5 of 14 2.1. Perimeter landscaping shall be provided in substantial conformance with the GDP. All new landscaping/plantings shall be indigenous species, native to Virginia. 2.2. The Applicant shall construct a 6-foot landscaped berm along the Property’s boundary with lots in the Carrollton Subdivision and the Ridgeway Estates Subdivision in accordance with the details thereof on the GDP. Where no berm is provided adjacent to RA zoned parcels, the Applicant shall preserve existing vegetation not more than 75 feet from the perimeter property line to serve as a natural buffer or increase the building setback to 200 feet, as depicted on the GDP 3. TRANSPORTATION 3.1. The Applicant shall dedicate all lands proposed to be dedicated to the County or to VDOT, as they are depicted on the approved GDP, within 60 days of a written request from the County therefor. 3.2. The Applicant shall relocate Zachary Ann Lane as generally depicted on the GDP so as to connect with a new road (hereinafter “Fruit Hill Road”) as that new road is generally depicted on the Northeast Frederick Land Use Plan’s Transportation Map, and as generally shown on the GDP. The Applicant shall construct that portion of Fruit Hill Road within the boundaries of the Property, both of the abovealso as generally shown on the GDP. Fruit Hill Road shall be built within a 104-foot right-of-way, and shall consist of two lanes with a single 10-foot paved trail, with required turn lanes. 3.3. The Applicant shall construct a westbound left turn lane with at least 200 feet of storage and a 200-foot taper on Rest Church Road at its connection with Fruit Hill Road. 3.4. The Applicant shall apply to abandon, or cause to be abandoned, (i) that portion of Ruebuck Lane immediately past the southern boundary of County Parcel Map Pin 33-(5)-24, and (ii) that portion of Zachary Ann 84 DRAFT PROFFER STATEMENT FRUIT HILL REZONING #10-22 STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 6 of 14 Lane no longer required after relocation of its entrance and connection to Rest Church Road. 3.5. The Applicant shall dedicate an additional 25 feet of right-of-way along the western property line for Ruebuck Lane, from its revised terminus to Rest Church Road, as depicted on the GDP. It shall further install a 55-foot cul-de-sac or a hammerhead turnaround at the terminus of Ruebuck sufficient to permit emergency and other vehicles to effect a safe turn around, at a location outside the floodplain and past the last residential driveway on Ruebuck. The design and location of the turnaround shall be finalized during site plan review. The Applicant shall further contribute, at its expense, pave Ruebuck Lane and improve the sum of $198,000.00existing sight distance issues at its intersection with Macbeth Lane to a standard appropriate for a low volume road in the CountyVDOT Rural Rustic Road Program, from its intersection with Rest Church Road south to the aforementioned cul-de-sac or turnaround. Such dedication shall be made concurrently with the approval of plans for the improvement of Ruebuck Lane, payable prior to the issuance of the first Certificate of Occupancy for a structure on the Property. 3.6. The Applicant shall diligently pursue the construction ofconstruct at its expense the improvements at the intersection of Route 11 and Rest Church Road that are identified in the TIA. This obligation shall be contingent upon the acquisition of the necessary right-of-way required by the Applicant for those improvements, using its best good faith efforts and for a commercially reasonable price as determined by an appraiser approved by the County, within 12 months of the (the “Route 11 Improvements”), in accordance with these proffers. Upon the approval of the first final site plan for development on the Property. Upon the successful acquisition of that right-of-waythis Rezoning, the Applicant shall, within six months thereafter, prepare plans for the Route 11 Improvements for review by VDOT and the County, and such other agencies as may be required, and upon approval of those plans and the issuance of the necessary construction permits, proceed forthwith to construct those improvements. the Route 11 Improvements. 85 DRAFT PROFFER STATEMENT FRUIT HILL REZONING #10-22 STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 7 of 14 3.7. If the Applicant is unable to acquire the necessary right-of-way for the improvements to the Rest Church Road and Route 11 intersection, as provided in Proffer 3.6, then the Applicant shall contribute to the County $0.50 per gross square foot of building constructed on the Property, not to exceed $650,000.00, to be used toward such road improvements as the Board of Supervisors may determine in its sole judgment. If structures have been completed and occupancy permits issued prior to the date that this Proffer becomes effective, then the Applicant shall pay so much of that sum on a per gross square foot basis as has theretofore been constructed as a precondition to the issuance of the next Occupancy Permit sought, or if there are no further Occupancy Permits applied for within ninety days following the date this Proffer becomes effective, then not more than sixty days following written request of the County. The Applicant shall in any event pay the aforesaid sum per gross square foot until the total amount of the said contribution has been received. 3.8.3.7. All proffered road improvements to be constructed by the Applicant except that referenced in Proffer 3.6the Route 11 Improvements, and those phases of Fruit Hill Road as are established at the time of site plan approval, shall be completed prior to the issuance of the first occupancy permit for any building on the Property; provided that notwithstanding anything to the contrary herein, the Applicant will dedicate all of the right-of-way for Fruit Hill Road within 60 days of a written request of the County therefor, and provided further that the ultimate location of Fruit Hill Road may be adjusted for final engineering. 3.9.3.8. No entrances to the Property, other than the connection with Fruit Hill Road, as shown on the GDP, shall be permitted onto Rest Church Road or Ruebuck Lane. 3.10.3.9. All public roads shall be constructed to VDOT standards and subject to the approval of VDOT and Frederick County. 3.11.3.10. For the purposes of these Proffers, “completion” of a public road improvement shall mean when a road or improvement thereto is open 86 DRAFT PROFFER STATEMENT FRUIT HILL REZONING #10-22 STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 8 of 14 to traffic, but may not have yet been accepted into the State Secondary System of Highways for maintenance. Nothing herein shall override or contravene any subdivision monetary guarantee requirements for acceptance of public road improvements. 3.12.3.11. The Applicant shall provide appropriate sitesight distance at the intersection of Ruebuck Lane and Rest Church Road, as generally depicted on the Transportation Plan element of the Generalized Development Plan. 3.13.3.12. The Applicant shall contribute its pro rata share of the cost of installation of a traffic signal at the intersection of Fruit Hill Road and Rest Church Road when a signal warrant is authorized for such installation. The Applicant's pro-rata share of that cost shall be equal to its then proportionate share of the then total vehicle trips at that intersection. less Rest Church Road through trips. Such costs shall be determined by the actual construction costs of the signal, or by VDOT’s then current unit price list if not already constructed, and shall be paid in accordance with a signalization agreement with VDOT. 4. SIGNAGE 4.1. The Applicant shall be limited to a single monument sign for the M-1 portion of the Property and a single monument sign for the B-2 portions of the Property at its entrance along Rest Church Road, conforming to the applicable provisions of § 165-201.06 of the Zoning Ordinance, as shown on the GDP; provided that this shall not preclude each owner or tenant of a building from installing signs, internal to the site, conforming to the provisions of § 165-201.06 (G) and (H) of the Zoning Ordinance. 5. LIGHTING 5.1. All outdoor lighting shall be compatible, and harmonious throughout the Property. Fixtures shall be similar in style. Lighting shall be mounted at a height that is relative to the property line such that it is no taller than its horizontal distance from the nearest property line, but in no case shall it be placed more than 25’ above grade. Any luminaire 87 DRAFT PROFFER STATEMENT FRUIT HILL REZONING #10-22 STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 9 of 14 situated within 50’ of any property line shall be oriented perpendicular to and faced away from that property line so as not to cause trespass onto an adjacent property in excess of 0.1 footcandles onto a residential use, or 0.5 footcandles onto any other property. All luminaires shall meet an up-light rating of U0 (that is zero up-light) according to the Luminaire Classification System (LCS), as developed and maintained by the Illuminating Engineering Society (IES). They shall be oriented with the central beam pointed straight down, and shall otherwise conform to the requirements of the County’s Zoning Ordinance. The Applicant shall prepare and submit a photometric plan as part of the final site plan process demonstrating the minimization of off-site lighting impacts. 6. FIRE AND RESCUE 6.1. The Applicant shall contribute to Frederick County the sum of $150.00 per 1,000 gross square feet of constructed building as depicted on each final site plan, to be used for fire and rescue purposes. The contribution shall be made at the time of issuance of the certificate of occupancy for each structure built on the Property. 7. WATER AND SEWER 7.1. The Property shall be served with public water and public sewer. At its expense, the Applicant shall design and construct all on-site and off-site improvements necessary to provide service for the demand generated by development on the Property in accordance with applicable Frederick County Sanitation Authority (“Frederick Water”), Frederick County, and Virginia laws, ordinances, and regulations. 7.2. The Applicant will install at its expense SCADA systems as approved by Frederick Water at the Woodbine and VDOT pump stations to enable them to be monitored and pumps cycled on-off in an efficient manner, to accommodate the flows generated by the development. 7.3. The Applicant will grant the necessary easements at no cost to the County or Frederick Water to facilitate the north-south flow of water, 88 DRAFT PROFFER STATEMENT FRUIT HILL REZONING #10-22 STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 10 of 14 the location of which easements shall generally follow the eastern property lines of the Property, with the purpose of ultimately extending to Cedar Hill and Hopewell Roads. The location of these easements will be established as part of the site plan process. 8. CULTURAL RESOURCES INVESTIGATION AND PRESERVATION 8.1. The Applicant shall conduct, or cause to be conducted, an Architectural Resources Study of the Property prior to the approval of the first final site plan for the Property. A Phase II study will be conducted to examine further the interiors and building materials in the Lewis-Solenberger and Cather Houses. 9. ESCALATOR In the event the monetary contributions set forth in this Proffer Statement are paid to Frederick County within eighteen (18) months after final approval of this rezoning, as applied for by the Applicant, said contributions shall be in the amounts as stated herein. Any monetary contributions set forth in this Proffer Statement which are to be paid to the County shall be adjusted in accordance with the Urban Consumer Price Index (CPI-U), published by the United States Department of Labor, such that at the time contributions are paid they shall be adjusted by the percentage change in the CPI-U from that date twenty four (24) months after final approval of this rezoning to the most recently available CPI-U to the date the contributions are paid, or six per cent (6%) per year, whichever is less. [Signatures on following pages] 89 DRAFT PROFFER STATEMENT FRUIT HILL REZONING #10-22 STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 11 of 14 SIGNATURE PAGES APPLICANT/CONTRACT PURCHASER: Equus Capital Development, Ltd. By: _______________________ Name: _______________________ Title: _______________________ State of _____________________: County of : The foregoing instrument was acknowledged before me this ___________________ (date) by _________________________________ (name of officer or agent) _____________________________ (title of officer or agent) of ______________________________________ (name of corporation acknowledging) a ____________________________ (state or place of incorporation), on behalf of the corporation. ______________________________ NOTARY PUBLIC My Commission Expires:___________________________ My Notary Registration Number:_____________________ 90 DRAFT PROFFER STATEMENT FRUIT HILL REZONING #10-22 STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 12 of 14 OWNER: DTS LC By: _______________________ Name: _______________________ Title: _______________________ State of _____________________: County of : The foregoing instrument was acknowledged before me this _______ day of _____________________, 2022, by _________________________________ (name of officer or agent) _____________________________ (title of officer or agent) of ______________________________________ (name of corporation acknowledging) a ____________________________ (state or place of incorporation), on behalf of the corporation. ______________________________ NOTARY PUBLIC My Commission Expires:___________________________ My Notary Registration Number:_____________________ 91 DRAFT PROFFER STATEMENT FRUIT HILL REZONING #10-22 STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 13 of 14 92 DRAFT PROFFER STATEMENT FRUIT HILL REZONING #10-22 STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 14 of 14 OWNER: William O. Minor _________________________________ State of _____________________: County of : Subscribed and sworn to before me this ____ day of ________________, 20_______ in my County and State aforesaid, by the aforenamed principal. ______________________________ NOTARY PUBLIC My Commission Expires: ___________________________ My Notary Registration Number: _____________________ 93 John H. Foote (703) 680-4664 Ext. 5114 jfoote@thelandlawyers.com Fax: (703) 680-2161 April 4, 2023 Via E-Mail Only Mr. Wyatt Pearson Director of Planning Frederick County 107 North Kent Street Winchester, Virginia 22601 Re: Fruit Hill REZ #10-22 / Revised Proffer Statement Dear Wyatt: Attached you will find a Revised Proffer Statement based on our conversations with you and the estimable Mr. Bishop, with the folks at VDOT, and with your most recent email. In this you will see that there are consequential changes. First, the Applicant has taken to heart the recommendation that Proffer 1.6.1 be modified to remove the language “as reasonably required according to a timeline mutually agreed between VDOT, the County, and the Applicant.” This means the Applicant will have to mitigate its additional impacts in the circumstances addressed by that proffer, or failing to do so, be unable to move forward with new uses. Second, in recognition of the desire to see the improvements at Route 11 and Rest Church Road completed, an improvement that the Applicant will make if right-of-way can be obtained, we have revised the proffer to make that commitment if the right-of-way can indeed be had. Alternatively, the proffer says how the cash contribution would be triggered and collected in the event that acquisition proves to be impossible, despite the Applicant’s best efforts. 94 Page 2 | 2 Sincerely yours, WALSH, COLUCCI, LUBELEY & WALSH, P.C. John H. Foote JHF/jf Enclosure cc: John Bishop Dan DiLella Bob Dwyer John Callow Andrew Butsick Denny Dunlap Brian Prater, Esq. Jeff Lineberry 95 John H. Foote (703) 680-4664 Ext. 5114 jfoote@thelandlawyers.com Fax: (703) 680-2161 October 19, 2022 Via E-Mail & First Class Mail Mr. Wyatt Pearson Planning Director, Frederick County 107 North Kent Street Winchester, Virginia 22601 Re: Updated Information for Equus Fruit Hill Dear Mr. Pearson: The Equus team very much appreciated the work session with the Planning Commission and the Board this past October 5th. We benefited from the opportunity to present the project and we thought that the session accomplished the goal of getting solid feedback. A result of the work session was that we wish to follow up with you on points that were discussed. It would be good if you could share this with the Commissioners and the Board members prior to the upcoming public hearing on this application. 1. Fruit Hill Road. Mr. DiLella asked Mr. Dunlap to revisit the right-of-way available for the installation of this road, which will ultimately serve the purposes established for it in the Transportation Plan. It is possible to widen the amount of dedication of right-of-way to 104 feet, an additional 24 feet, permitting the eventual construction of a four-lane road. For reasons that we stated at the work session, the Applicant does not propose to construct all four lanes because its trip generation does not justify it, but the right- of-way will be available at no cost to the County and in perpetuity. 96 P a g e 2 | 5 2. Traffic and transportation. We know that members of the Commission and Board still need to review the TIA, which has been provided. VDOT had a few substantive issues that, we believe, have now been resolved. There were points raised at the work session, however, that deserve to be addressed. a. Cars versus trucks. First, when the traffic counts were taken for existing conditions at the site, the truck traffic at the Flying J was indeed included in those tabulations. Second, based on Equus’s long experience in Frederick County, the morning and evening peak hours associated with these uses consist overwhelmingly of employee automobiles. The truck traffic associated with warehousing users typically arrives scattered throughout the day. Third, ITE and the sophisticated traffic modeling done by Kittelson distinguishes between trucks and cars in determining the Level of Service at each of the relevant intersections. The TIA shows that the relevant intersections will continue to operate at acceptable Levels of Service after development. The intersections analyzed were those at Fruit Hill/Relocated Zachary Ann Lane and Rest Church Roads, the northbound and southbound I-81 ramps (presently signalized), and Route 11 and Rest Church Road/Business Boulevard (also signalized). The road network in this area is likely to experience increased traffic levels, even without the Applicant’s proposed use. The Applicant has offered proffers that will mitigate its own impacts, correct existing hazards, and alleviate the strain on the surrounding infrastructure resulting from background growth that will occur irrespective of this project. b. ITE estimates versus reality. We understand that ITE data must be used in the TIA when analyzing traffic impact, and that is what our experts have done. Mr. DiLella was observing at the work session that in his experience ITE data is not consistent with actual traffic counts for the type of development proposed. Equus is sensitive to, and very experienced with, the interactions between large trucks and cars because it deals with this interaction on a daily basis, and has found it manageable. If any Commissioner or Board member wants to see the traffic interactions at the typical Equus building, he or she can visit any of Equus’s Frederick County projects: the McKesson building on Route 11 between Exit 321 and 323, or) the Home Depot & Rubbermaid buildings at the end of Tyson drive in the Stonewall Industrial Park. Observing the “in and out” traffic at those projects will provide practical 97 P a g e 3 | 5 context. The Applicant will conduct actual counts at these sites to provide data on the real traffic impacts of its uses as well as information on the percentage and timing of truck traffic versus car traffic. c. Equus will contribute to a signal at Rest Church and Fruit Hill when warranted. Equus has considered the suggestion that it contribute a proportionate share of the cost of a traffic signal at the intersection of Rest Church Road and Fruit Hill Road when such a signal is warranted, and believes it to be a reasonable request. The revised proffers attached to this letter contain a proffer to that effect. d. Additional funds for roads and how that was determined. There were questions as to how Equus determined its proposed $650,000 contribution to general road improvements in the area. As was mentioned at the work session, Equus had originally proposed sums of money to be directed at specific improvements. It was the County Staff that requested the money be made as a lump sum contribution to the County for road improvements in the area. When Equus was first developing its proffers, it had a construction manager do a takeoff of the cost of completing the entirety of the physical improvements that would be needed to address traffic issues in this area. Many of those issues were existing or would be exacerbated by other developments or background growth in the County. The relevant improvements, reflected in the TIA, include I-81 southbound ramp widening, and improvements ultimately needed to Route 11 and Rest Church Road. Those costs, with additional expense for such things as maintenance of traffic and other ancillary items, were estimated to total $881,510. However, the TIA demonstrates that the proposed project will generate 2% of the traffic using Route 11 and 16% of the traffic using the I-81 ramp. If Equus were to pay its pro rata share of these costs, it would amount to $98,380. As a result of its consideration of these estimates, and believing that the project should make a good faith contribution toward long term improvements at the 323 Interchange, Rest Church Road, and Route 11, it has proposed a transportation contribution of $650,000 that the Board may use in its discretion. Equus will spend almost $1,700,000 on internal road improvements, for construction of Fruit Hill Road to a standard beyond what is needed for its purposes, and in order to accommodate the County’s long-range planning. This will be for the relocation of Zachary Ann Lane, installation of a turn lane and other improvements, and will eliminate a sight distance problem that has long existed on Rest Church Road. 98 P a g e 4 | 5 Please see the spreadsheet that is attached to this letter. 3. OM zoning and data centers. The Equus team has discussed the use of the “OM parcel.” It notes that BEFORE Frederick County expressed its desire to consider that use for this property, Mr. DiLella investigated the possibility of attracting data center users to the area. He did so not to discredit the prospect, but because he was hopeful that Equus could develop such centers (as that would have been extremely valuable). He talked with national brokerage firms that were pretty clear that I-81 was not an area that would be of interest to data center users. He then engaged a consultant to evaluate the site for that purpose, who reached the same conclusion. He then shared his understanding with County staff. No one at the County, EDA, or otherwise has said why they think data centers could be accommodated at the site. If there is such information the County can rest assured it would be of great interest to the company. That said, Equus has decided to drop the identification of that parcel as “Technology and Data Centers,” based on the reaction at the work session. It will remain an OM zoned land bay to complement the existing comprehensive plan’s designation, diversify the uses on the Property, and attract targeted industries to Frederick County. The Applicant has proffered to revise its TIA and mitigate impacts accordingly if the selected use of that land bay will result in higher traffic that is projected in the TIA. 4. Highest & Best Use: There was a comment at the work session about the “highest and best use” for the Fruit Hill site. Equus believes that the term is sometimes misleading. It does not necessarily mean the use that can yield the highest taxes and highest wage jobs, as those uses are not always available to every property. As many members noted, market conditions further limit the uses of a property. As a result, an integral part of the highest and best use analysis is a consideration of what the market and site conditions will realistically allow on a site. Equus is doubtful that some OM uses can be realized at the Fruit Hill site, but nevertheless seeks to accommodate the County’s vision and aspirations for the area by retaining the OM designation on the Property. One of the critical elements of comprehensive planning is that a locality must have the private sector implement it, and as was discussed among the Commission and Board, history has not been kind to the OM planning for the area. The Applicant therefore seeks a reasonable degree of flexibility as it attempts to realize the County’s goals. Please feel free to contact me with any questions. We look forward to advancing the process with you. 99 P a g e 5 | 5 Very truly yours, WALSH, COLUCCI, LUBELEY & WALSH, P.C. John H. Foote JHF/jf cc: Dan DiLella John Knott Bob Dwyer Kevin Rivera, Esq. Dennie Dunlap John Callow Andrew Butsick 100 November 7, 2022 1 John, I wanted to share with you my thoughts on the traffic data below/attached in a format that you can forward on to others at Frederick County. While Equus is of course aware that ITE uses actual traffic studies to create its trip generation estimates, and that traffic engineers are bound as a matter of practice to employ those numbers, as was discussed at the October 5th work session it has been our actual, observed, experience for years that the ITE counts that are used by VDOT (and most other DOT’s around the country) are not reflective of the actual traffic generated by industrial buildings. This assessment is based on my personal knowledge and observation of numerous industrial development projects (including ones completed by Equus). Because of this, over the past couple of weeks we engaged Kittleson to track the traffic data at a three existing industrial development projects in Frederick County that Equus has completed (and still owns). The three buildings in the analysis below are: 40 Tyson Drive in Stonewall Industrial Park, 75 Tyson Drive (also in Stonewall) and 341 Snowden Bridge Blvd in Greystone Industrial Park. • The chart below from Andrew Butsick at Kittelson notes that the AM peak traffic count for all three buildings is a total of 74 vehicles. 22 of those vehicles are cars; 52 are trucks of various sizes. The three buildings studied total 973,000 SF. Given Equus’s plans for the Fruit Hill site we are proposing to rezone, we have 2,125,000 SF of planned industrial/warehouse space. If we extrapolate the vehicle trips for this 973,000 SF over the 2,125,000 SF, the AM Peak # of trips for the Fruit Hill project would be 164 trips. The ITE calculation for the 2,125,000 SF (which was presented on 10/5 and is attached here) shows 361 AM peak trips. The reasonably estimated 164 trips are only 45% of the ITE estimates. PM Peak estimates at 161, again dramatically lower than the ITE estimates. • Also of note is that the total number of trips per day in the below chart is just 696. Over the planned 2,125,000 SF, that would equate to 1,548 trips, which is only 45% of the 3,397 trips noted in the attached ITE calculation. • Additionally, if you recall, Equus is proposing to provide a proffer payment which is well in excess of our ITE-based trip impact on the intersections that will be used by the Fruit Hill development. So, when considering the Equus proposed proffer amount against the far more likely ACTUAL trip impact, I submit that the proffer amount is even that much more of a contribution to offset that impact. Of course, not all industrial users are the same. Some have higher counts than others. However, based on the numerous buildings that Equus has constructed and leased, the traffic data that we see below is wholly consistent with our experience at other projects. Equus has proffered out uses that might generate higher traffic counts. In conclusion, we are confident that the Fruit Hill development will not generate the amount of traffic indicated in the ITE calculations. The traffic generated by our proposed warehousing will 101 November 7, 2022 2 be much less than what most people envision. We further note that this is true even as we follow ITE standards that themselves (below in black) show a limited impact. Please let me know if you or anyone else has any questions on this topic. It is important that members of County Staff and the Planning Commission review and digest this information. I am available by email, text or phone if anyone wants to contact me at any time to discuss. Sincerely, Dan DiLella Equus Capital Partners 267-254-3291 dmdilella@equuspartners.com From: Andrew Butsick <abutsick@kittelson.com> Sent: Wednesday, November 2, 2022 3:15 PM To: DiLella Jr., Dan <dmdilella@equuspartners.com>; John Callow <jcallow@kittelson.com> Cc: Foote, John <jfoote@thelandlawyers.com>; Bob Dwyer <bob@landtrustprop.com> Subject: traffic counts NOTE: This is an external message. Please use caution when replying, opening attachments or clicking on any links in this e-mail. Andrew Butsick, P.E. Senior Engineer Kittelson & Associates, Inc. Transportation Engineering / Planning 571.384.2948 (direct) 102 November 7, 2022 3 FHwA Vehicle Classifications 103 November 7, 2022 4 104 Order of Magnitude Estimate Public Transportation Improvements Fruit Hill Development Route 11 I-81 Ramp Offsite Total RC Frontage Zachary Ann & Fruit Hill Roads Onsite Total Demo Curb $4,140 N/A N/A Demo Pavement N/A $13,800 N/A Excavation $8,625 $23,000 $20,125 Roadway Underdrain $11,512 $31,042 $24,606 Rest Church Road Widening N/A N/A $290,318 I-81 Ramp Widening N/A $354,844 N/A Route 11 Widening $126,063 N/A N/A Zachary Ann Relocation N/A N/A N/A $242,139 See ZA Road Tab Upgrade Internal Driveway to Collector Road N/A N/A N/A $747,789 See Comp Plan Upgrade Tab Sidewalk $11,500 N/A N/A Curb $43,988 N/A N/A Traffic Signaling $14,375 $14,375 N/A Line Striping & Signage $5,500 $3,500 $2,500 Maintenance of Traffic $14,950 $14,950 $4,600 Sub-Total $240,653 $455,511 $342,148 $989,928 3rd Party Testing $23,177 $43,870 $32,952 $95,340 Sub-Total $263,830 $499,382 $375,101 $1,085,268 Escalation Contingency (5%)$13,192 $24,969 $18,755 $54,263 Sub-Total $277,022 $524,351 $393,856 $1,139,531 Estimating Contingency $27,702 $52,435 $39,386 $113,953 Total Costs $304,724 $576,786 $881,510 $433,241 $1,253,484 $1,686,726 $2,568,236 Fruit Hill 2028 Traffic Impact per TIA 2.00%16.00%50.00%50.00% Fruit Hill Pro Rata Cost to Offset Development Impact $6,094 $92,286 $98,380 $216,621 $626,742 $843,363 $941,743 Fruit Hill Proffer (%) 75.00%75.00%100.00%100.00% Fruit Hill Contribution ($) $228,543 $432,589 $661,132 $433,241 $1,253,484 $1,686,726 $2,347,858 Offsite Public Improvements Onsite Public Improvements Grand Total Public Transportation Improvements Proposed for Fruit Hill Project Item 4/12/2023 105 106 Comp Plan Road Extension Internal Driveway to Collector Equus In‐house EstimateCost Item Quantity Unit Price Total Comments Collector Road Proposed Fruit Hill Road is 4,500 LF Collector Road (104' R/W) with Median per Comp Plan Engineering & Survey 1.0 LS $18,000 $18,000 $4.00 per LF of Road Erosion Control 10.7 AC $1,500 $16,050 4,500' x 104' = 10.7 acClearing & Grubbing 10.7 AC $3,000 $32,100 4,500' x 104' = 10.7 acStrip Topsoil (6") 8,667 CY $3.00 $26,001 Assume 6" Cut to Stockpile over 104' R/W (4,500 x 104 x 0.5) / 27Cut to Fill (24") 34,667 CY $4.00 $138,668 Assume 24" Cut/Fill over 104' R/W (4,500 x 104 x 2.0) / 27Storm Water Management (for Future Widening of FH Road) 12,000 SY $25.00 $300,000 For Future Travel Lanes (24 x 4,500) / 918' Median (U4D) 9,000 SY $20.00 $180,000 (18 x 4,500) / 9Curbing 0 LF $0 Not RequiredSidewalk & Crossings 0 SF $0 Not RequiredStreet Lights 0 EA $0 Not RequiredStreet Trees 0 EA $0 Not RequiredSubtotal $710,819Testing & Inspections (10%) $71,082Contingency (20%) $142,164Total $924,065Non‐Collector RoadOur Proposed Fruit Hill Road would be a 3,350 LF Non‐Collector Road (80' R/W) if not for the desired Comp Plan Road connectionSurvey 1.0 LS $13,400 $13,400 $4.00 per LF of Road Erosion Control 6.2 AC $1,500 $9,300 3,350' x 80' = 6.2 acresClearing & Grubbing 6.2 AC $3,000 $18,600 3,350' x 80' = 6.2 acresStrip Topsoil (6") 4,963 CY $3.00 $14,889 Assume 6" Cut to Stockpile over 80' R/W (3,350 x 80 x 0.5) / 27 Cut to Fill (24") 19,852 CY $4.00 $79,408 Assume 24" Cut/Fill over 80' R/W (3,350 x 80 x 2) / 27Storm Water Management (for Future Widening of FH Road) 0 LS $0.00 $0 Not Required 18' Median 0 SY $0.00 $0 Not RequiredCurbing 0 LF $0 Not RequiredSidewalk/Trails 0 SF $0 Not RequiredStreet Lights 0 EA $0 Not RequiredStreet Trees 0 EA $0 Not RequiredSubtotal $135,597Testing & Inspections (10%) $13,560Contingency (20%) $27,119Total $176,276Fruit Hill Contribution $747,78910/19/2022107 Zachary Ann RoadRelocation and ExtensionEquus In‐house Estimate Cost Item Quantity Unit Price Total Comments Zachary Ann Road Extension Proposed Internal 950 LF Connection to Fruit Hill Road (24' cartway inside 50' R/W)Survey 1.0 LS $3,800 $3,800 $4.00 per LF of Road Erosion Control 1.1 Ac $1,500 $1,650 950' x 50' = 1.1 acresClearing & Grubbing 1.1 AC $3,000 $3,300 950' x 50' = 1.1 acresStrip Topsoil (6") 880 CY $3.00 $2,640 Assume 6" Cut to Stockpile (950' x 50' x 0.5') / 27Cut to Fill (18") 2,639 CY $4.00 $10,556 Assume 18" Cut/Fill (950' x 50' x 1.5') / 27Storm Water Management 2,533 SY $25.00 $63,325 For Extended Roadway (950' x 24') / 9New Road/Paving (24' cartway) 2,533 SY $30.00 $75,990 Match Existing Road (950' x 24') / 9Demo Old Road / Connect to Flying J 1 LS $25,000 $25,000Curbing 0 LF $0 Not RequiredSidewalk/Trails 0 SF $0 Not RequiredStreet Lights 0 EA $0 Not RequiredStreet Trees 0 EA $0 Not RequiredSubtotal $186,261Testing & Inspections (10%) $18,626Contingency (20%) $37,252Total $242,139This does NOT include the offsite relocation work10/19/2022108 Page 1 of 5 IMPACT ANALYSIS STATEMENT Fruit Hill Rezoning PINs: 33-(9)-1A; 33-(A)-89; 33-(A)-90 Contract Purchaser/Applicant: Equus Capital Partners, Ltd. April 12, 2023 Introduction. The Applicant is the contract purchaser of properties identified as PINs 33-(9)-1A; 33-(A)-89; 33-(A)-90 (collectively the “Property”). The Property consists of approximately 220.06 acres of contiguous land to the west and southwest of Interchange 323 on I-81, immediately south of Rest Church Road, east of Ruebuck Lane, and west of Zachary Ann Lane. The Property is undeveloped agricultural land, currently zoned RA, Rural Agricultural. The Applicant is seeking a rezoning of the land to M1, B2, and TM for the development of light industrial and related uses. The Applicant intends to construct five buildings of varying sizes, totaling approximately 2,425,500 sq. ft. of space, as well as a 5,000 sq. ft. restaurant and a hotel containing up to 100 rooms (the “Proposed Use”). A portion of that square footage will be reserved for the potential location of a data center should that use become viable. Specific end users have not yet been selected at this time, and the Applicant therefore seeks a reasonable degree of flexibility with respect to the final details of this plan, in order to accommodate market trends, and the specific needs of the end users ultimately selected. Notwithstanding this, the Applicant will commit to substantial conformance with the submitted Generalized Development Plan. The Applicant is well known to the County, having already developed almost 2,000,000 square feet of industrial space in Frederick, and it enjoys both a national and local reputation for high quality work and adhering to its commitments. When it commences the process of identifying end-users for the site it will undertake outreach to existing businesses in the Winchester/Frederick County market that are in need of expansion, or for facilities built to their purpose. While no Applicant can prudently commit to limit its potential sales to a single market, there are local users that have expressed, or will express, live interest in development at this location. When engaging with this Applicant, the County should be aware from experience that the Applicant will approach issues of concern with flexibility and diligence. Suitability of the Site The Applicant has analyzed the following categories, identified by the County, to address the suitability of this site for the proposed rezoning and development. 109 Page 2 of 5 A. 100 Year Floodplains This Property is bisected by a floodplain (approximately 31.54 acres). Due regard has been given to this, and development in that area is limited. Extensive storm water management controls will be required to minimize downstream impacts from the Proposed Use. Please see the attached Generalized Development Plan for more information. B. Wetlands Duncan Run crosses the middle portion of the Property. A recent environmental study of the site, conducted by ECS Mid-Atlantic, LLC, entitled “Waters of the U.S. Study: Fruit Hill Property,” and dated November 23, 2021, indicates that there are no wetlands on the Property. C. Steep Slopes According to the elevations depicted on the Frederick County Tax Map, there are no steep slopes on the Property (over 15%). D. Mature Woodlands The Property has been used as a working farm for many years. The Property contains roughly 53.87 acres of woodlands. The Virginia Department of Forestry’s Forest Conservation Value model designates the bulk of the forested areas on the Property as having only average conservation value and the remainder of the forested areas are not designated as having meaningful conservation value. Additionally, no portion of this Property falls within an ecological core according to the Virginia Natural Landscape Assessment map. E. Prime Agricultural Soils The majority of this Property contains soils designated “Oaklet” and “Frederick” on County Mapper. More specifically those soils consist of Frederick Poplimento Loams (2-15% slopes), Oaklet Silt Loams (2-15% slopes), and Carbo-Oaklet Silt Loams, very rocky (2-15% slopes). According to the Virginia Agricultural Model map, these areas are labeled as prime farmland and farmland of statewide importance. The Property also contains Pagebrook Silty Clay Loam, which tracks the eastern portion of Duncan Run and a narrow segment of Pagebrook Silt Loam that extends across the Property farther north. According to the Virginia Agricultural Model map, these areas are less suitable for agriculture. There is also a stretch of Massanetta Loam that tracks the western portion of Duncan Run and there are a few other soil varieties around the exterior of the Property, although their intrusion onto the Property is relatively minor. 110 Page 3 of 5 F. Soil or bedrock conditions which would create construction difficulties or hazards No significant soil or bedrock conditions have been identified that would result in construction difficulties or hazards associated with the development of the Proposed Use. Surrounding Properties The surrounding properties to the north, west, and south are zoned RA, Rural Agricultural. According to the Frederick County Mapper, those properties appear to be used for agricultural and residential uses. One subdivision, Carrollton, is located to the northwest and another, Ridgewood Estates, is located to the southwest. To the east, however, are properties zoned B-3, Industrial Transition, and M-1, Light Industrial. Among the industrial uses in this area are a heavy equipment rental facility, and a Flying J facility. The properties to the east belong to the Whitehall Business Park subdivision. The development deriving from this rezoning will transition land that is currently vacant or being used for agricultural purposes to Light Industrial (M1), hotel and restaurant, (B2 General Business), and potentially data center (TM Technology- Manufacturing Park District) uses. This increase in intensity was contemplated and accepted in the Northeast Land Use Plan element of the County Comprehensive Plan, as can be seen by the Property’s existing Mixed Use Industrial/Office designation. The Applicant will commit to measures for the reduction of impacts associated with an increase in intensity of use.1 Traffic The Proposed Use would occur in an area with a mature road network, and the Applicant has analyzed its potential impact on those roads. It is proposing a number of actions that would align existing conditions with the transportation element of the Comprehensive Plan, and accommodate additional traffic from the development. This includes relocating Zachary Ann Lane to correct the inadequate spacing between its existing intersection with Rest Church Road and the nearby I- 1 The Applicant is aware that the Northeast Land Use Plan is a part of the Comprehensive Plan currently under consideration for revision during the 2022 Comprehensive Plan review cycle. The Committee appointed to make recommendations to the Planning Commission with respect to the NELUP has recommended that the Applicant's Property be designed for light industrial uses, and that property on the north side of Rest Church Road be designated mixed-use office industrial. The Applicant further recognizes that the final version of the NELUP has not yet been presented to the Board of Supervisors for consideration and action. The Applicant supports the designation of the Property as light industrial. 111 Page 4 of 5 81 interchange. It would also include the construction of a new road, referred to in this application as Fruit Hill Road, which would connect to Rest Church Road in the location that is contemplated in the Comprehensive Plan. The Applicant's Traffic Analysis confirms that the road network can adequately support the development of the proposed Fruit Hill Property with the recommendations noted in that Analysis. In addition to the Zachary Ann relocation and construction of Fruit Hill Road, the Applicant will provide a monetary contribution to the County to offset the impacts that are shown in the TIA. The Applicant’s monetary contribution, rather than actual construction, will provide flexibility to the County as it undergoes its studies of the existing and future traffic issues in the area, The contributions are calculated based on the Applicant’s pro rata share of the cost of those improvements that it need not itself construct, plus additional funds to alleviate existing and future traffic issues. Sewage Conveyance and Treatment According to the Frederick County Mapper, this Property falls within the Sewer and Water Service Area. The Applicant will connect to public sanitary sewer at its expense. The Applicant has undertaken an analysis of the existing system and worked with Frederick Water to address any issues related to the Proposed Use. Water Supply According to the Frederick County Tax Map, this Property falls within the Sewer and Water Service Area. The Applicant will connect to public water at its expense and it worked with Frederick Water to address any concerns related to the Proposed Use. Drainage and Stormwater Management Duncan Run crosses the midsection of the Property. The Frederick County Mapper does not recognize any other streams, rivers, lakes, or ponds on the Property. The Applicant will manage development in accordance with all applicable requirements. Solid Waste Disposal Facilities All end users will be required to comply with all federal, state, and local laws and regulations regarding the disposal of solid waste. Historic Sites and Structures After reviewing the Frederick County Rural Landmarks Survey Report, the Virginia Division of Historic Resources, and the State and National Registers, the only historical resources located on the Property that have been previously identified are DHR #034-1464 consisting of the Cather House, listed as current, and the Payne House, listed as historic, and DHR 034-1463 consisting of the Carter, Josh house, listed as historic, and the Lewis-Solenberger house, listed as current. 112 Page 5 of 5 The Applicant has proffered to conduct an Architectural Resources Survey as a part of this rezoning. The Applicant has worked with the Historic Resources Advisory Board to identify other concerns and agreed to an additional Phase II study of the Lewis-Solenberger house and the Cather house located on the Property. All discoveries will be reported to the County, and appropriate steps taken should consequential resources be recovered. Impact on Community Facilities Because no end user has been identified for this project, the Applicant is not able to project the exact amount of tax revenue that will be generated by the Proposed Use. The Applicant’s proposal, however, to construct approximately 2,425,500 sq. ft. of warehouse/distribution space plus, a hotel, and a restaurant on the Property, will necessarily result in more economically productive uses than currently exist. The rezoning would serve the County’s planned goal of increasing its tax base and preliminary projections, based on other projects completed by the Applicant, suggest that the Proposed Use could contribute over $1,000,000 per year in new revenue. Education. The proposed rezoning would have no impact on education. Police Protection. This rezoning is not likely to have significant impact upon level of service standards for the Sheriff’s Department. The Applicant will coordinate with that Department in the development of the Property. Fire and Rescue Protection. The Property falls within the Clear Brook First Due Boundary, and would be served by the Clear Brook Volunteer Fire and Rescue Station. According to the station’s website, it houses two pumpers, a tanker, a brush truck, and two ALS units. The Applicant has spoken to the Chief of that Station and the Fire Marshall and will continue to coordinate with both. The Applicant proposes a contribution to fire and rescue services in order to offset the impacts associated with the Proposed Use. Parks and Recreation. The proposed rezoning would have no impact on parks and recreation. 113 CADD FILE: GDP-1.DWG 05-10-2023 DATE: 1"= 500' SCALE: JOB NO: 21-04 GENERALIZED DEVELOPMENT PLAN SITE DEVELOPMENT PLAN FRUIT HILL REZONING FREDERICK COUNTY, VAJOB NO.: 21-04 SHEET NUMBER:GDP-1DDD DRAWN BY:CHECKED BY: DDD1 inch = ft.( IN FEET )GRAPHIC SCALE500101 SHELBY CT. WINCHESTER, VA 22602 PHONE: 540.974.5157 FAX: 540.723.4868 EMAIL: OFFICE@DICE-ENG.COMI-81 (S)PROP. BLDG.471,500 SQ. FT.(410' x 1150')PROP. BLDG.328,000 SQ. FT.(410' x 800')REST CHURCH RD.ZACHARY ANN LANE (60' R/W)RUEBUCK LANE SWMPROPOSEDTECHNOLOGY /DATA FACILITY300,000 SQ. FT.PROPOSED BUILDING754,000 SQ. FT.(520' x 1450')PROPOSED BUILDING572,000 SQ. FT.(520' x 1100')SWMSWMSWMSWMSWMSWMSWMLOCATION MAP:SCALE: 1" = 5000'SITE1234567891011121314151617181920212223272829242526REST CHURCH RD.PROPOSED HOTEL& RESTAURANTPROPOSED B2ZONING (10.34 AC.)PROPOSED TMZONING (20.64 AC.)PROPOSED M1ZONING (189.08 AC.)JOLINE DR.PROPOSED FRUITHILL ROAD(104' R/W)I-81 (N)RUEBUCK RD.PROJECT INFORMATION:APPLICANT:CURRENT OWNER:REFERENCE:PROPOSED USE:ACREAGE:CURRENT ZONING:PROPOSED ZONING:FLOODPLAIN:EX. WOODLANDS:EQUUS CAPITAL PARTNERS, LTD.DTS, LCTM 33-(A)-89, 33-(A)-90, 33-(9)-1ASTONEWALL MAGISTERIAL DISTRICTWAREHOUSING (M1)HOTEL & RESTAURANT (B2)TECHNOLOGY / DATA FACILITY (TM)AND/OR AS PROFFERED220.06 AC.RAM1 (189.08 AC.), B2 (10.34 AC.), TM (20.64 AC.)31.54 ACRES (+/-) WITHIN ZONE 'A' PER FEMAFIRM NO. 51069C0150E, DATED 01/29/202153.87 ACRES (+/-)RTE. 114BUSINESS BLVD.MACBETHLANEMONUMENT SIGNS(FINAL LOCATIONTBD DURING SITEPLAN PERMITTING)PROPOSED 10'PAVED TRAIL114 CADD FILE: GDP-2.DWG 05-10-2023 DATE: 1"= 500' SCALE: JOB NO: 21-04 GENERALIZED DEVELOPMENT PLAN TRANSPORTATION PLAN FRUIT HILL REZONING FREDERICK COUNTY, VAJOB NO.: 21-04 SHEET NUMBER:GDP-2DDD DRAWN BY:CHECKED BY: DDD1 inch = ft.( IN FEET )GRAPHIC SCALE500101 SHELBY CT. WINCHESTER, VA 22602 PHONE: 540.974.5157 FAX: 540.723.4868 EMAIL: OFFICE@DICE-ENG.COMI-81 (S)REST CHURCH RD.ZACHARY ANN LANERUEBUCK LANE PROPOSEDB2 ZONINGPROPOSEDTM ZONINGPROPOSEDM1 ZONINGJOLINE DR.PROPOSED FRUITHILL ROAD(104' R/W DEDICATION)I-81 (N)RUEBUCK RD.RTE. 11RELOCATEDZACHARY ANN LANE(60' R/W DEDICATION)RELOCATED ACCESSTO TM 33-(9)-1REMOVE & RELOCATEEXISTING ZACHARY ANNLANE ENTRANCE &PAVEMENT WITHINHATCHED AREA(TO BE VACATED)CONTINUATON OFEXISTING LEFT TURNLANE FROM FORMERZACHARY ANN LANETO FRUIT HILL ROAD25' R/W DEDICATIONFOR RUEBUCK LANEPROPOSEDM1 ZONINGBUSINESS BLVD.APPLY FOR VACATION OF EXISTING30' PRESCRIPTIVE EASEMENT OFRUEBUCK LANE BEYOND ACCESSTO TM 33-(5)-24MACBETHLANER/W DEDICATIONFOR CUL-DE-SAC(55' RADIUS)SIGHT DISTANCEEASEMENT TO BEGRANTED FORRUEBUCK LANE(VARIABLE WIDTH)VARIABLE WIDTH R/W DEDICATIONFOR REST CHURCH ROADIMPROVEMENTS TO ACCOMMODATEFRUIT HILL ROAD ENTRANCE10' PAVED TRAIL115 CADD FILE: GDP-3.DWG 05-10-2023 DATE: 1"= 500' SCALE: JOB NO: 21-04 GENERALIZED DEVELOPMENT PLAN LANDSCAPE PLAN FRUIT HILL REZONING FREDERICK COUNTY, VAJOB NO.: 21-04 SHEET NUMBER:GDP-3DDD DRAWN BY:CHECKED BY: DDD1 inch = ft.( IN FEET )GRAPHIC SCALE500101 SHELBY CT. WINCHESTER, VA 22602 PHONE: 540.974.5157 FAX: 540.723.4868 EMAIL: OFFICE@DICE-ENG.COMI-81 (S)REST CHURCH RD.ZACHARY ANN LANE (60' R/W)RUEBUCK LANE PROPOSEDB2 ZONINGPROPOSEDTM ZONINGPROPOSEDM1 ZONINGJOLINE DR.PROPOSED FRUITHILL ROAD(104' R/W)I-81 (N)RUEBUCK RD.RTE. 11PROPOSEDM1 ZONINGBUSINESS BLVD.100' BUFFER W/ FULL SCREEN (CATEGOR Y 'C ' )100' BUFFER W/ FULLSCREEN (CATEGORY 'C')100' BUFFER W / FULL SCREEN (CATEGORY 'C ' )100' BUFFER W/ FULL SCREEN(CATEGORY 'C')100' BUFFER W/ FULL SCREEN(CATEGORY 'C')75' BRL35' BRL35' BRL35' BRL75' BRL25' BRL75' BRL15' BRL25' BRL100-YR FLOODPLAIN(PER FEMA FIRM NO. 51069C0150E,DATED 01/29/2021, SUBJECT TO CHANGE)NOTES:1.SUBJECT TO FINAL ENGINEERING, EXISTING WOODLANDS WITHIN THETYPE 'C' SCREENING AREA WILL BE PRESERVED IN LIEU OF ANEARTHEN BERM, WHERE SUCH WOODLANDS ARE SUFFICIENT TOMEET THE TYPE 'C' SCREENING REQUIREMENTS.2.A 200' BUFFER AND LANDSCAPE SCREEN IS PROPOSED AND WILL BEUTILIZED WHERE THE 100-YEAR FLOODPLAIN PREVENTS THE GRADINGCOMPONENT OF THE FULL SCREEN BUFFERING.3.THE FULL SCREEN BUFFER TO INITIALLY EXTEND ALONG THE ENTIRESOUTHERN PROPERTY BOUNDARY, BUT A PORTION WILL BE REMOVEDTO ALLOW FOR ANY FUTURE ROAD CONNECTION TO THE SOUTH.4.SETBACKS PROVIDED HEREON BASED ON PROPOSED ZONINGDESIGNATIONS FOR PROJECT DEVELOPMENT.SEE NOTE #3200' BUFFER W/ LANDSCAPE SCREEN (CATEGORY 'C')MACBETHLANESEE NOTE #1SEE NOTE #1TYPICAL CATEGORY 'C' FULL SCREEN DETAILTYPICAL CATEGORY 'C' LANDSCAPE SCREEN DETAIL100' BUFFER W/ FULL SCREEN (CATEGORY 'C')TYPICAL CATEGORY 'B' FULL SCREEN DETAIL50' BUFFER W/ FULLSCREEN (CATEGORY 'B')50' BUFFER W/NO SCREEN(CATEGORY 'A')SEE NOTE #2116 CADD FILE: GDP-4.DWG 05-10-2023 DATE: 1"= 500' SCALE: JOB NO: 21-04 GENERALIZED DEVELOPMENT PLAN PROPOSED ZONING DISTRICT PLAT FRUIT HILL REZONING FREDERICK COUNTY, VAJOB NO.: 21-04 SHEET NUMBER:GDP-4DDD DRAWN BY:CHECKED BY: DDD1 inch = ft.( IN FEET )GRAPHIC SCALE500101 SHELBY CT. WINCHESTER, VA 22602 PHONE: 540.974.5157 FAX: 540.723.4868 EMAIL: OFFICE@DICE-ENG.COMREST CHURCH RD.(VARIABLE WIDTH R/W)ZACHARY ANN LANE (60' R/W)RUEBUCK LANE 123567891011121314151617181920212223272829242526PROPOSED B2ZONING (10.34 AC.)PROPOSED TMZONING (20.64 AC.)PROPOSED M1ZONING (189.08 AC.)JOLINE DR.RUEBUCK RD.RTE. 114MACBETHLANEC1L1C2S79°21'23"E -- 1600.27' (TOTAL)1383.24'217.03'L2L3L5L6L4S11°56'17"W -- 2501.39' (TOTAL)860.89'1239.99'400.51'S18°44'14"W -- 1914.56'N73°59'38"W -- 824.20'S66°23'02"W -- 1225.23'N07°25'39 "W - - 2111 .00 'N66°35'09"E -- 1858.08'N23°51'56"W -- 4175.36'S10°44'49"W -- 2181.60' (TOTAL)S79°15'11"E -- 601.56'679.30'1502.30'L7C3117 COMMONWEALTH of VIRGINIA DEPARTMENT OF TRANSPORTATION St aunton/Edinburg Land Development 14031 Old Valley Pike Edinburg, VA 22824 Dear Mr. Bishop: We have reviewed the revised submission of the Traffic Impact Analysis for the Fruit Hill Property TIA in Frederick County, dated January 2023 and submitted January 9, 2023. We have also reviewed the revised proffers dated December 6, 2022. VDOT has developed the following comments based on these reviews. 1.We acknowledge that the applicant has included a commitment to submit an updated TIA at the site plan stage in the event that the property is developed with permitted uses resulting in a higher trip generation. However, following the rezoning process it is much more challenging for VDOT to ensure that an agreeable TIA is performed and that adequate mitigations are obtained to address transportation impacts. Additionally, the current language of proffer 1.6, 1.6.1, and 1.6.2 indicating that the applicant "shall not be limited", "shall mitigate any additional impacts caused by such additional trips as reasonably required" and other subjective items in a new TIA may further complicate our ability to ensure the implementation of necessary improvements. VDOT reiterates the previous comment that the proffers should reflect the land uses and trip generation assumptions utilized in the current TIA. Any uses other than those proposed in the TIA should require a rezoning amendment to provide an opportunity to properly scope and analyze the changes. The trip generation of a TIA is the foundation for the entire study. Below is a comparison of developer assumed trips to the site vs potential industrial uses to the site for the proposed zoning. TRIP GENERATION COMPARISON DEVELOPERS TIA USES WEEKDAY TRIPS AM PEAK HOUR TRIPS PM PEAK HOUR TRIPS Warehouse, Data Cen ter, Hotel, H-T Restaurant 4330 430 452 POTENTIAL USES General Light Industrial, Hotel, H-T Restaurant 13,008 1886 1668 INCREASE 8678 1456 1216 2.Proffer 1.3 permits 2,125,500 gross sq. ft. of Warehousing (ITE Land Use Code 150) as utilized in the TIA, or the same square footage of High Cube Cold Storage (ITE Land Use Code 157). Note that this amount of High Cube Cold Storage results in more than 2,300 additional daily trips over Warehouse when utilizing the ITE trip equation. Comparatively, General Light Industrial instead of data center and warehouse would result in more than 6,954 additional daily trips. 1 118 119 120 121 FRUIT HILL PROPERTY TIA REVIEW, FREDERICK COUNTY VDOT EDINBURG RESIDENCY / STAUNTON DISTRICT Review of Fruit Hill Property Traffic Impact Analysis VDOT – October 28, 2022 The Virginia Department of Transportation has reviewed the updated proffer statement for the Fruit Hill Property project in Frederick County, submitted October 19th, 2022. We offer the following comments on this submission: 1. In the letter with the rezoning updates, it states that the applicant believes VDOT's TIA comments have been addressed. The TIA still needs to be updated based on VDOT’s 1st submission review comments, but we are waiting on guidance from VDOT Central Office Traffic Engineering regarding analysis methodology related to two of our comments. 2. Proffer 1.6.1 has been updated to now state "any permitted use" that results in a higher trip generation than the assumptions used in the TIA. A revised TIA subject to county and VDOT approval and any additional mitigation is tied to site plan approval. 3. Proffer 1.6.2 should be clarified to indicate that existing traffic counts related to the subject development will not be utilized to determine the need for a new TIA in the case of a land use change resulting in higher trip generation than the assumptions used in the TIA. If there is existing development on the property at such time that a new TIA is warranted per proffer 1.6.1, the existing development volume will be captured in the baseline / existing year data collection and analysis associated with the new TIA. 4. Proffer 3.13 should be updated to replace all references of a traffic signal to an intersection improvement as determined and approved through a VDOT Signal Justification Report. 5. A typical section should be provided on the GDP for the proposed 2-lane roadway (Fruit Hill Road, Proffer 3.2). VDOT’s preference would be for the center median to be provided and the two inside lanes of the ultimate U4D be constructed in the interim. 6. Please note that an Operational Safety Analysis Report (OSAR) is required for any changes proposed to the interchange. The OSAR must be submitted to FHWA for approval and the intent is to demonstrate that the proposed project will have no significant adverse impact on the operations and safety on the facility. 122 FRUIT HILL PROPERTY TIA REVIEW, FREDERICK COUNTY VDOT EDINBURG RESIDENCY / STAUNTON DISTRICT {P1225776.DOCX / 1 VDOT comments 006260 000013} Review of Fruit Hill Property Traffic Impact Analysis VDOT – August 8, 2022 The Virginia Department of Transportation has reviewed the Traffic Impact Analysis for the Fruit Hill Property TIA in Frederick County, dated April 2022 and submitted June 14, 2022. We have developed the following comments on the initial TIA submission. 1. The TIA is assuming all low volume uses (warehouse, data center) for trip generation while not proffering out other potential uses for light industrial zoning. For example, if confined to the uses as shown in the TIA the site will generate 452 PM peak trips. A “general light industrial (ITE 110)” use would generate over 3.5 times the volume at 1626 PM peak trips. The middle of the road assumption, would be an mixed use “industrial park (ITE 130)” 872 PM peak hour trips. This could have a tremendous impact on the studied intersections, ramps, and roadways. We typically suggest a worse-case senerio but feel more comfortable with either the middle of the road assumption or proffers that actually restrict the uses to the peak hour study volumes. 2. Proffers 1.6, 1.6.1 and 1.6.2 are very weak in providing any future mitigations and many higher generation uses. Any proffers not obtained with the rezoning will likely never happen. 3. The recall mode for the coordinated signal phases should be set to C-Max, instead of C-Min. Please revise. 4. The footnote on page 20 of the TIA states “the current lane configuration on the northbound approach of the Rest Church Road / I-81 Northbound Ramps intersection does not comply with NEMA phasing. As such, HCM 2000 outputs are reported for signalized intersections.” It is the phase assignment on the southbound ramp that does not comply with NEMA phasing. This phase should be adjusted from Phase 3 to Phase 4 to make the intersection NEMA compliant. The analysis results should then be updated to HCM 6 throughout the report per TOSAM requirements. 5. There are inconsistencies with the methodology of reporting queue lengths throughout the TIA. Some scenarios report 95% queue length from Synchro at the ramp intersections, but report max queue length from SimTraffic for the US 11 / Rest Church Road intersection. Other scenarios report max queue length from SimTraffic for all signalized intersections along the corridor, while the 2034 Total Mitigated scenario has an additional footnote that only the US 11 / Rest Church Road intersection PM peak hour queue lengths are reported from SimTraffic. Please provide additional information to support the approach used to report queue lengths in the analysis. A follow up discussion with VDOT may be necessary to determine and agreed upon a methodology for reporting queue lengths. 6. Page 18 of the TIA states that traffic counts were conducted in October 2021 from 3-6 pm. Please correct to match the traffic data collection times of 4-7 pm as reported in the appendix. 7. There is a significant discrepancy of 300 vehicles in I-81 southbound ramp left turns in the 2034 background and 2034 background with mitigation AM scenarios. The left turns in these models are coded as 511, but should be 211 based on the 2034 total build scenarios. As a result, inaccurate delays and queue lengths are reported in Tables 12 and 13 in the TIA. Please revise. 123 FRUIT HILL PROPERTY TIA REVIEW, FREDERICK COUNTY VDOT EDINBURG RESIDENCY / STAUNTON DISTRICT {P1225776.DOCX / 1 VDOT comments 006260 000013} 8. Table 10 of the report indicates that an eastbound right turn lane from Rest Church Road onto relocated Zachary Ann Lane is not warranted based on the site trip generation and this right turn lane is not included in the report recommendations. However, a right turn lane is modeled in the PM Total Mitigation Synchro files. Please update the files for consistency with the report. 9. The proposed realignment of Zachary Ann Lane to the west as illustrated in the Conceptual Site Plan included as Figure 2 in the TIA will have a significant impact on truck egress from the existing Flying J development. The realignment will require trucks from Flying J to navigate through the road network of the proposed development to return to Rest Church Road. Has the applicant had discussions with the Flying J property owner to determine if this proposed improvement is supported? 10. Consider simplifying proffer 3.6 to state that the monetary contribution shall be used toward future transportation improvements at the US 11 / Rest Church Road intersection and the I-81, Exit 323 northbound ramp to address operational issues as indicated in the TIA. 11. The proposed 60’ right-of-way for Fruit Hill Road (collector road) will not accommodate the 4-lane divided road shown in the County’s transportation plan. If the roadway is proposed for addition into the VDOT system, then it should be designed per geometric design standards for urban collector GS-7 with a 45-50 MPH design speed. A typical section should be developed to determine the amount of right-of-way and/or easements needed to accommodate the U4D and any bike and pedestrian access. 12. The section of Rest Church Road from Flying J Travel Center to the collector proposed in this application is shown on the county transportation plan to be a 4 lane divided road. The GDP does not match the transportation plan and only shows a right-of-way dedication and construction 2 lanes with a left turn lane at this intersection. Based on future traffic a U4D roadway is needed up to the collector as well as additional area to transition back to 2 lanes on Rest Church Road. 13. Based on the existing lane geometry of Rest Church Road to the west of the I-81 southbound ramp intersection, the westbound left turn lane to Fruit Hill Road should be continuous and extend back to the ramp signal. 14. The County’s exisiting 30’ prescriptive easement on Rest Church Road (Rte. 669) is inadequate for maintenance or even minor future improvements. Typically a 50’ wide right-of-way is needed for a two lane secondary roadway or 25’ dedication from the center of the roadway. 15. The existing Ruebuck Lane (Rte. 670) intersection at Rest Church Road cannot obtain or maintain minimum sight distance without additional right-of-way along Rest Church Road to the east. 16. We have no objections to the abandonment of the end of Ruebuck Lane as shown on the GDP. However, this road does not provide an area for public, emergency, or maintenance services to turn around. A 55’ radial right- of-way is needed for a cul-de-sac area at the last driveway (where grade permits) a cul-de-sac to be constructed outside the flood plan. 124 125 126 127 128 129 130 131 132 133 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 July 25, 2022 John H. Foote Walsh, Colucci, Lubeley & Walsh 4310 Prince William Parkway Suite 300 Prince William, VA 22192 RE: Request for Historic Resources Advisory Board (HRAB) Comments Fruit Hill Rezoning Application Zoning: RA (Rural Areas) District Property Identification Numbers (PINs): 33-A-90, 33-A-89, and 33-9-1A Magisterial District: Stonewall Dear Mr. Foote: The Frederick County Historic Resources Advisory Board (HRAB) considered the above referenced rezoning application during their meeting on July 19, 2022. This application seeks to rezone three parcels totaling 220.06 acres of land generally located on the south side of Rest Church Road (Route 669), west of Zachary Ann Lane (Route 825), in close proximity to the exit 323 along I-81. The parcels are currently zoned as RA (Rural Areas) and the proposed rezoning is to M1 (Light Industrial), B2 (General Business), and OM (Office-Manufacturing Park). Following their review of this application, the HRAB recommended a Phase 2 study be conducted to further examine the interiors and building materials of the Lewis-Solenberger House and the Cather House. The HRAB recommended that the applicant consider referencing the Department of Historic Resources light detection and ranging (LiDAR) maps to document the presence of significant objects within the property. Thank you for the opportunity to comment on this application. Please call if you have any questions or concerns. Sincerely, Wyatt Pearson, AICP Director of Planning & Development WGP/pd cc: Gary Crawford, HRAB Chairman Tyler Klein, Frederick County Senior Planner 134 135 Transportation Impact Analysis Fruit Hill Property Frederick County, Virginia January 2023 136 Transportation Impact Analysis Fruit Hill Property Frederick County, Virginia Prepared For: Equus Capital Partners, Ltd. 3843 West Chester Pike Newtown Square, PA 19073 Prepared By: Kittelson & Associates, Inc. 11480 Commerce Park Drive, Suite 450 Reston, Virginia 20211 (703) 885-8970 Project Manager: Andrew Butsick, PE Project Principal: John Callow Project No. 26732.000 January 2023 Andrew Butsick No. 0402058797 Kittelson & Associates, Inc. Traffic Engineer 137 Fruit Hill Property January 2023 Table of Contents Kittelson & Associates, Inc. ii TABLE OF CONTENTS Table of Contents ...................................................................................................................................... ii Executive Summary ................................................................................................................................... 2 Introduction ........................................................................................................................................ 12 Existing Conditions .................................................................................................................................. 17 Transportation Impact Analysis .............................................................................................................. 31 Conclusions and Recommendations ....................................................................................................... 74 References ........................................................................................................................................ 83 APPENDICES Appendix A Scoping Letter Appendix B 2016 and 2021 Turning Movement Counts Appendix C Level of Service Description Appendix D Existing Conditions Operational Worksheets Appendix E Existing Conditions – Mitigation Operational Worksheets Appendix F In-Process Site Trips Appendix G 2028 Background Traffic Conditions Operational Worksheets Appendix H 2028 Background Conditions – Mitigation Operational Worksheets Appendix I Year 2028 Total Traffic Operational Worksheets Appendix J 2028 Total Traffic Conditions – Mitigation Scenario Operational Worksheets Appendix K Turn Lane Warrants Appendix L Year 2034 Background Traffic Operational Worksheets Appendix M Year 2034 Background Traffic Conditions – Mitigation Scenario Operational Worksheets Appendix N Year 2034 Total Traffic Operational Worksheets Appendix O Year 2034 Total Traffic Conditions – Mitigation Scenario Operational Worksheets 138 Fruit Hill Property January 2023 Table of Contents Kittelson & Associates, Inc. iii LIST OF FIGURES Figure 1. Site Vicinity Map ................................................................................................................... 13 Figure 2. Conceptual Site Plan ............................................................................................................. 14 Figure 3. Zoning Map ........................................................................................................................... 15 Figure 4. Existing Lane Configurations and Traffic Control Devices ..................................................... 18 Figure 5. 2021 Existing Traffic Volumes ............................................................................................... 20 Figure 6. Existing Traffic Conditions – Weekday AM and Weekday PM Peak Hours ........................... 22 Figure 7. Existing Lane Group Levels of Service – Weekday AM and Weekday PM Peak Hours ......... 23 Figure 8. Converting Eastbound Through Lane to Shared Left-Through – US 11/Rest Church Road .. 29 Figure 9. Year 2028 Background Traffic Conditions – Weekday AM and Weekday PM Peak Hours ... 33 Figure 10. Year 2028 Background Lane Group Levels of Service – Weekday AM and Weekday PM Peak Hours ..................................................................................................................................... 34 Figure 11. Conceptual Layout – Northbound Left-Turn Lane – Rest Church Road/I-81 Northbound Ramps ..................................................................................................................................... 38 Figure 12. Year 2028 Total Traffic Assumed Lane Configurations and Traffic Control Devices ........... 42 Figure 13. Estimated Trip Distribution Pattern .................................................................................... 43 Figure 14. Net New Site Generated Trips – Warehousing ................................................................... 44 Figure 15. Net New Site Generated Trips – Data Center ..................................................................... 45 Figure 16. Net New Site-Generated Trips - Hotel ................................................................................ 46 Figure 17. Pass-by & Diverted Trips – Restaurant................................................................................ 47 Figure 18. Net New Site-Generated Trips - Restaurant ....................................................................... 48 Figure 19. Year 2028 Total Traffic Conditions – Weekday AM, Weekday PM, and Saturday Midday Peak Hours ..................................................................................................................................... 50 Figure 20. Year 2028 Total Traffic Lane Group Levels of Service – Weekday AM, Weekday PM, and Saturday Midday Peak Hours ............................................................................................................... 51 Figure 21. Access Management Evaluation ......................................................................................... 58 Figure 22. Year 2034 Background Traffic Conditions – Weekday AM and Weekday PM Peak Hours . 60 Figure 23. Year 2034 Background Lane Group Levels of Service – Weekday AM and Weekday PM Peak Hours ..................................................................................................................................... 61 Figure 24. Year 2034 Total Traffic Conditions – Weekday AM, Weekday PM, and Saturday Midday Peak Hours ..................................................................................................................................... 66 139 Fruit Hill Property January 2023 Table of Contents Kittelson & Associates, Inc. iv Figure 25. Year 2034 Total Traffic Lane Group Levels of Service – Weekday AM, Weekday PM, and Saturday Midday Peak Hours ............................................................................................................... 67 LIST OF TABLES Table 1. Existing Transportation Facilities and Roadway Designations ............................................... 17 Table 2. Existing Conditions – Summary of Peak Hour Levels of Service, 95th Percentile Back of Queue, and Delay for Each Lane Group by Intersection .................................................................................. 24 Table 3. Existing Conditions – Mitigation Strategy #1 – Signal Re-timing ........................................... 26 Table 4. Existing Conditions – Mitigation Strategy #2 – Eastbound Shared Left-Through Lane at US 11/Rest Church Road ........................................................................................................................... 28 Table 5. Year 2028 Background Traffic Conditions – Summary of Peak Hour Levels of Service, 95th Percentile Back of Queue, and Delay for Each Lane Group by Intersection ........................................ 35 Table 6. Year 2028 Background – Mitigation Strategies ...................................................................... 37 Table 7. Year 2028 Background Conditions – Mitigated Traffic Conditions ........................................ 39 Table 8. Estimated Trip Generation ..................................................................................................... 41 Table 9. 2028 Total Traffic Conditions – Summary of Peak Hour Levels of Service, 95th Percentile Back of Queue, and Delay for Each Lane Group by Intersection ................................................................. 52 Table 10. 2028 Total Traffic Conditions – Mitigated ........................................................................... 54 Table 11. Right Turn-Lane Warrants – Rest Church Road/Zachary Ann Lane – Year 2028 Total Traffic Conditions ..................................................................................................................................... 56 Table 12. Left Turn-Lane Warrants – Rest Church Road/Zachary Ann Lane – Year 2028 Total Traffic Conditions ..................................................................................................................................... 56 Table 13. Year 2034 Background Traffic Conditions – Summary of Peak Hour Levels of Service, 95th Percentile Back of Queue, and Delay for Each Lane Group by Intersection ........................................ 62 Table 14. Year 2034 Background Traffic Conditions – Mitigated ........................................................ 64 Table 15. 2034 Total Traffic Conditions – Summary of Peak Hour Levels of Service, 95th Percentile Back of Queue, and Delay for Each Lane Group by Intersection ......................................................... 68 Table 16. Year 2034 Total Traffic Conditions – Mitigated – Weekday AM Peak Hour ........................ 70 Table 17. Year 2034 Total Traffic Conditions – Mitigated – Weekday PM Peak Hour ........................ 71 140 Executive Summary 141 Fruit Hill Property January 2023 Executive Summary Kittelson & Associates, Inc. 2 EXECUTIVE SUMMARY A traffic operations analysis has been conducted to confirm that the transportation system can adequately support the proposed Fruit Hill Property, in fulfillment of Frederick County and Virginia Department of Transportation’s (VDOT) requirements for traffic impact studies. The scope of the project analysis was developed in collaboration with County and VDOT staff. Specifically, this analysis includes: ▪ Year 2021 existing land use and transportation system conditions within the site vicinity; ▪ Forecast year 2028 background traffic conditions (without site development) during the weekday a.m. and weekday p.m. peak periods including in-process/approved developments and regional growth; ▪ Trip generation and distribution estimates for the proposed development; ▪ Forecast year 2028 total traffic conditions based on build out of the development including queuing and turn lane analyses, ▪ Turn lane evaluations at site entrances; ▪ Access management evaluation; ▪ Forecast year 2034 background traffic conditions (without site development) during the weekday a.m. and weekday p.m. peak periods; ▪ Forecast year 2034 total traffic conditions based on build out of the development; and, ▪ Conclusions and recommendations. Based on the results of the transportation impact analysis, the transportation system can accommodate full build-out of the proposed development with the noted recommendations. The findings of this analysis and our recommendations are discussed below. Existing Conditions ▪ All study intersections and critical movements currently operate at LOS C or better with queues stored within existing lanes with the following exception: o US 11/Rest Church Road (Study Intersection #4): The eastbound left-turn operates at LOS E with queues spilling back to the adjacent Rest Church Road/I-81 Northbound Ramps intersection during the weekday p.m. peak hour. The queues block the upstream end of the lane approximately 21 percent of the time during the weekday p.m. peak hour. ▪ Signal re-timing alone (i.e., no physical changes to the travelled way) is not anticipated to fully prevent the spill back of eastbound left-turn movements at the US 11/Rest Church Road intersection. 142 Fruit Hill Property January 2023 Executive Summary Kittelson & Associates, Inc. 3 ▪ Queue spillbacks can be mitigated by adding capacity to the eastbound left- turn movement through conversion of the existing eastbound through lane to a shared left/through lane. This would also require: • Restriping of the eastbound approach lanes • Conversion of the Rest Church Road approaches to operate under “split” signal phasing • Replacing the existing three-section signal head for the eastbound through lane with a four-section head (three ball indicators and one, green left-turn arrow indicator) • Potential widening of US 11 to the north of Rest Church Road to add a second northbound lane that ends/merges a minimum of 495 feet north of the existing commercial driveway on the east side of US 11. • Adjustments to coordination with the adjacent signalized intersections at the I-81 interchange. ▪ If implemented, the eastbound queues would be anticipated to be contained within the existing lane storage. Minimal impacts are anticipated at adjacent intersection due to the conversion of the Rest Church Road approaches to split-phased at the US 11/Rest Church Road intersection. o Rest Church Road/I-81 Northbound Ramps (Study Intersection #3): Given the current lane configuration on the northbound approach, the SimTraffic software used to model maximum queues at signalized intersections likely overestimates the levels of queueing on the northbound approach. ▪ A review of the SimTraffic model illustrated a majority of the northbound right-turning traffic from the off-ramp ultimately destined for US 11 northbound stacked in the shared left-through-right lane on the off-ramp. However, field observations showed a majority of the northbound right- turns from the off-ramp used the exclusive right-turn lane (often immediately cutting across three lanes to reach the left-turn lane onto US 11 northbound from Rest Church Road). ▪ To help “encourage” more vehicles turning left onto US 11 to utilize the exclusive right-turn lane on the off-ramp, the default “Mandatory Distance” and “Positioning Distance” parameters were reduced in the SimTraffic Simulation Settings. Even with these adjustments, however, a considerable amount of northbound off-ramp traffic destined for US 11 northbound continues to stack in the shared left-through-right lane in the SimTraffic model. This should be considered as a potential limitation of the model under the current lane configuration. 143 Fruit Hill Property January 2023 Executive Summary Kittelson & Associates, Inc. 4 2028 Background Traffic Conditions ▪ A one percent annual growth rate was applied to account for near-term regional traffic growth. ▪ In-process developments included in the background 2028 analysis include: o Arogas Parcel – 22,570 square feet of shopping center in the northeast quadrant of the US 11/Rest Church Road intersection o Parcel 33-A-12 – 150,000 square feet of industrial development in the southwest quadrant of the US 11/Rest Church Road intersection o Light Property – 105,500 square feet of industrial development along Woodbine Road to the southeast of the US 11/Rest Church Road intersection o Whitehall Commerce Center – Undeveloped portions of the larger site located west of US 11 along Rest Church Road include 162,000 square feet of industrial development ▪ No transportation improvements were identified for inclusion in the background 2028 analysis. ▪ All signalized study intersections and critical movements at unsignalized intersections are forecast to continue to operate at LOS C or better with queues stored within existing lanes with the following exceptions: o Rest Church Road/I-81 Northbound Ramps (Study Intersection #3): With the increase in volumes on both Rest Church Road and the I-81 northbound off-ramp due to regional growth and trips from in-process developments, queues on the northbound off-ramp are anticipated to spill back on I-81 under the existing signal timing during the weekday p.m. peak hour. ▪ Note: As aforementioned, the SimTraffic model is likely overestimating forecast northbound queues under the current lane configuration due to limitations within the modeling software with respect to driver lane choice. ▪ By adding an exclusive northbound left-turn lane and converting the existing shared left/through/right lane to a shared left/through lane, additional capacity can be added to the northbound left-turn movement and reduce queue spillback. • The potential for adding an exclusive northbound left-turn lane and converting the shared left/through/right lane to a shared through/right lane was also evaluated. This also represents a viable mitigation strategy; however, the conversion of the existing shared lane to a shared left/through is anticipated to result in greater 144 Fruit Hill Property January 2023 Executive Summary Kittelson & Associates, Inc. 5 reduction in maximum queues and delays on the off-ramp under year 2028 background traffic conditions. o US 11/Rest Church Road (Study Intersection #4): Similar to existing conditions, the eastbound left-turn queues at the US 11/Rest Church Road intersection are anticipated to spill back to the adjacent Rest Church Road/I-81 Northbound Ramps intersection during the weekday p.m. peak hour. The movement is forecast to operate above capacity at LOS F. The queues are forecast to block the upstream end of the lane approximately 62 percent of the time during the weekday p.m. peak hour. ▪ Converting the eastbound through lane to a shared left/through lane and making the associated signal improvements is anticipated to reduce queuing on the eastbound approach to within the existing lane storage. Proposed Development ▪ The proposed Fruit Hill Property development consists of one 100-room hotel, one 5,000 square-foot restaurant, one 300,000 square-foot data center, and four industrial buildings totaling to 2,125,500 square feet. ▪ Access to the development is proposed via a relocated Zachary Ann Lane. The Applicant is proposing to relocate Zachary Ann Lane further west as a part of this project to improve spacing from adjacent commercial driveways and the adjacent I-81 interchange. ▪ The development is estimated to generate approximately 4,330 net new weekday daily trips, 430 weekday a.m. (317 in, 113 out), and 452 weekday p.m. (146 in, 306 out) peak hour trips when built out in year 2028. 2028 Total Traffic Conditions ▪ All signalized study intersections and critical movements at unsignalized intersections are forecast to operate at LOS D or better with queues stored within existing lanes with the following exceptions: o Rest Church Road/Zachary Ann Lane [RELOCATED] (Study Intersection #1): The critical northbound left-turn movement from the relocated Zachary Ann Lane is forecast to operate at LOS E during the weekday a.m. peak hour with control delays of 36.1 seconds per vehicle. ▪ The movement is anticipated to serve 11 vehicles and queues are anticipated to be less than one vehicle on average during the weekday a.m. peak hour. During the weekday p.m. peak hour, the critical northbound right-turn movement is forecast to operate at LOS C. o Rest Church Road/I-81 Northbound Ramps (Study Intersection #3): Similar to year 2028 background traffic conditions, the maximum queues for the northbound 145 Fruit Hill Property January 2023 Executive Summary Kittelson & Associates, Inc. 6 approach (ramp from I-81) are forecast to spill back close to I-81 during the weekday p.m. peak hour. The signal is still forecast to operate below capacity. ▪ Note: As aforementioned, the SimTraffic model is likely overestimating forecast northbound queues under the current lane configuration due to limitations within the modeling software with respect to driver lane choice. ▪ The site is anticipated to add 72 northbound left-turns to this approach. o US 11/Rest Church Road (Study Intersection #4): Without signal timing changes relative to existing conditions, the signalized intersection is forecast to operate above capacity at LOS F during the weekday p.m. peak hour. Similar to both existing and year 2028 background traffic conditions, the eastbound left-turn queues are forecast to spill back to the upstream Rest Church Road/I-81 Northbound Ramps intersection. ▪ The site is anticipated to add eight (8) trips to this movement during the weekday p.m. peak hour. 2028 Total Traffic Mitigation ▪ As shown to be effective under existing and year 2028 background traffic conditions, the following improvement strategies are anticipated offset the impacts to the surrounding roadway network related to the addition of site-generated trips: o Rest Church Road/I-81 Northbound Ramps (Study Intersection #3) ▪ Widen the northbound off-ramp to three approach lanes. By adding an exclusive northbound left-turn lane and converting the existing shared left/through/right lane to a shared left/through lane, additional capacity can be added to the northbound left-turn movement and reduce queue spillback. • The potential for adding an exclusive northbound left-turn lane and converting the shared left/through/right lane to a shared through/right lane was also evaluated. This also represents a viable mitigation strategy; however, the conversion of the existing shared lane to a shared left/through is anticipated to result in greater reduction in maximum queues and delays on the off-ramp under year 2028 total traffic conditions. o US 11/Rest Church Road (Study Intersection #4) ▪ Convert the eastbound through lane to a shared left/through lane and convert the Rest Church Road approach phasing to split phase (as evaluated under existing and year 2028 background traffic conditions) 146 Fruit Hill Property January 2023 Executive Summary Kittelson & Associates, Inc. 7 ▪ While more drastic improvements (e.g., converting the signals to roundabouts or other alternative intersection forms) were initially considered at each of the study intersections warranting mitigation, the existing intersection spacing and proximity to the bridge over I- 81 would require substantial impacts to accommodate alternative intersection forms. Turn Lane Warrant Evaluation ▪ An evaluation of VDOT right-turn lane warrants for two-lane roadways illustrated a right- turn lane is not forecast to be warranted on Rest Church Road at the relocated Zachary Ann Lane under year 2028 total traffic conditions. ▪ An evaluation of the VDOT left-turn lane warrants for two-lane roadways illustrated a left- turn lane is forecast to be warranted on Rest Church Road at the relocated Zachary Ann Lane. The turn lane should have a minimum of 200 feet of storage and a 200-foot taper. Access Management Evaluation ▪ The proposed relocation of Zachary Ann Lane (to be relocated by the Applicant as a part of this application) meets/exceeds VDOT standards for access spacing on Rest Church Road (local street), including the minimum spacing requirement from an interchange. ▪ Relocating Zachary Ann Lane is anticipated to improve both the operations and safety of the Rest Church corridor relative to existing conditions, where the Flying J Travel Center currently has four commercial access points within close proximity to the I -81 interchange. Shifting truck egress from the Flying J further west will help more clearly delineate decision points for drivers along Rest Church Road. ▪ Relocating Zachary Ann Lane is also anticipated to better serve future development in the area. The Flying J Travel Center has previously expressed interest in expanding to the north side of Rest Church Road. A fourth, southbound leg at the relocated Zachary Ann Lane could serve as a singular access point for both the potential Flying J and any future development on the north side of Rest Church Road. ▪ Given the projected volumes on Rest Church Road, it is not anticipated any cross-section improvements would be required on Rest Church Road with build-out of the Fruit Hill Property on the south side of Rest Church Road. Year 2034 Background Traffic Conditions ▪ A one percent annual growth rate was applied to year 2028 background traffic volumes to account for near-term regional traffic growth between 2028 and 2034. ▪ No additional in-process developments beyond those included in the 2028 traffic analysis were identified for inclusion in the 2034 traffic analysis. ▪ No transportation improvements were identified for inclusion in the background 2034 analysis. 147 Fruit Hill Property January 2023 Executive Summary Kittelson & Associates, Inc. 8 ▪ All study intersections and critical movements are forecast to continue to operate at LOS C or better with queues stored within existing lanes with the following exceptions: o Rest Church Road/I-81 Northbound Ramps (Study Intersection #3): Similar to year 2028 background traffic conditions, the maximum queues for the northbound approach (ramp from I-81) are forecast to spill back close to I-81 during the weekday p.m. peak hour. ▪ Note: As aforementioned, the SimTraffic model is likely overestimating forecast northbound queues under the current lane configuration due to limitations within the modeling software with respect to driver lane choice. ▪ Similar to year 2028 traffic conditions, the queueing issues are forecast to be addressed by adding an exclusive northbound left-turn lane and converting the existing shared left/through/right lane to either a s hared left/through or a through/right lane. • Converting the existing shared lane on the ramp either a shared left/through or through/right represent viable strategies under year 2034 background traffic conditions. Marginal differences in maximum queue lengths and delay are expected on the northbound ramp between the two strategies. These estimated values are highly dependent on the signal timing and coordination pattern employed. o US 11/Rest Church Road (Study Intersection #4): The eastbound left-turn queues at the US 11/Rest Church Road intersection are anticipated to spill back to the adjacent Rest Church Road/I-81 Northbound Ramps intersection during the weekday p.m. peak hour. The movement is forecast to operate above capacity at LOS F. The queues are forecast to block the upstream end of the lane approximately 64 percent of the time during the weekday p.m. peak hour. The overall intersection is anticipated to operate near capacity at LOS E. ▪ Similar to year 2028 traffic conditions, the queue spillback and high delays are anticipated to be addressed through conversion of the eastbound through lane to a shared left/through and implementing associated signal improvements. Year 2034 Total Traffic Conditions ▪ All study intersections and critical movements are forecast to operate at LOS D or better with queues stored within existing lanes with the following exceptions: o Rest Church Road/Zachary Ann Lane [RELOCATED] (Study Intersection #1): The critical northbound left-turn movement from the relocated Zachary Ann Lane is forecast to operate at LOS E during the weekday a.m. peak hour with control delays of 36.9 seconds per vehicle. 148 Fruit Hill Property January 2023 Executive Summary Kittelson & Associates, Inc. 9 ▪ The movement is anticipated to serve 11 vehicles and queues are anticipated to be less than one vehicle on average during the weekday a.m. peak hour. During the weekday p.m. peak hour, the critical northbound right-turn movement is forecast to operate at LOS C. o Rest Church Road/I-81 Northbound Ramps (Study Intersection #3): Similar to year 2034 background traffic conditions, the maximum queues for the northbound approach (ramp from I-81) are forecast to spill back close to I-81 during the weekday p.m. peak hour. The signal is still forecast to operate below capacity. ▪ Note: As aforementioned, the SimTraffic model is likely overestimating forecast northbound queues under the current lane configuration due to limitations within the modeling software with respect to driver lane choice. ▪ Similar to year 2034 background traffic conditions, the queueing spillback forecast on the northbound approach can be mitigated by adding an exclusive northbound left-turn lane and converting the existing shared left- through-right lane to either a shared left/through or through/right lane. • Converting the existing shared lane on the ramp either a shared left/through or through/right represent viable strategies under year 2034 background traffic conditions. Marginal differences in maximum queue lengths and delay are expected on the northbound ramp between the two strategies. These estimated values are highly dependent on the signal timing and coordination pattern employed. o US 11/Rest Church Road (Study Intersection #4): Without signal timing changes relative to existing conditions, the signalized intersection is forecast to operate above capacity at LOS F during the weekday p.m. peak hour. Similar to both existing and year 2034 background traffic conditions, the eastbound left-turn queues are forecast to spill back to the upstream Rest Church Road/I-81 Northbound Ramps intersection. ▪ As shown effective under existing and pre-build-out traffic conditions, the queueing and delay concerns are anticipated to be addressed through conversion of the eastbound through lane to a shared left/through and implementing associated signal improvements. 149 Fruit Hill Property January 2023 Executive Summary Kittelson & Associates, Inc. 10 RECOMMENDATIONS As a result of the forecast impacts of the proposed Fruit Hill Property development on the surrounding roadway network, the following improvements are recommended for consideration: ▪ Convert the eastbound through lane at the US 11/Rest Church Road intersection to a shared left/through lane. Appropriate adjustments to signal timing/coordination on Rest Church Road and roadway improvements to US 11 will be required, including converting the Rest Church Road approaches at US 11 to split phasing. o The need for this mitigation strategy is shown to be warranted under existing conditions. The site-related trips added to the network at this intersection represent approximately two percent of the total entering vehicles upon build-out in year 2028. ▪ Construct a northbound left-turn lane with at least 300 feet of storage and a 200-foot taper on the northbound off-ramp of I-81 at Rest Church Road. o The need for this mitigation strategy was shown to be warranted under year 2028 background (pre-build-out) traffic conditions. The site-related trips added to the network at this intersection represent approximately 16.5 percent of the total entering vehicles upon build-out in year 2028. ▪ Construct a westbound left-turn lane with at least 200 feet of storage and a 200-foot taper on Rest Church Road at the relocated Zachary Ann Lane. If feasible, this left-turn lane can be extended upstream to the existing left-turn lane onto the [existing] Zachary Ann Lane to create longer storage and greater deceleration distance for future growth. 150 Introduction 151 Fruit Hill Property January 2023 Introduction Kittelson & Associates, Inc. 12 INTRODUCTION Kittelson and Associates, Inc. (Kittelson) prepared this report to document analysis methodologies and assumptions with regard to the proposed Fruit Hill Property located in the southwest quadrant of the Route 669 (Rest Church Road)/Zachary Ann Lane intersection in Frederick County, Virginia. The proposed site, shown in Figure 1, consists of one 100-room hotel, one 5,000 square-foot restaurant, and five industrial buildings totaling to 2,249,000 square feet. The development is proposed to be built out by Year 2028. The Applicant is proposing to provide access to the site via a relocated Zachary Ann Lane. The existing Zachary Ann Lane access point on Rest Church Road would be removed, and existing access to the Pilot/Flying-J Travel Center would be provided via a new driveway off the relocated Zachary Ann Lane. All trips to the proposed site and parcels south of the site on Zachary Ann Lane would also be accessed through the relocated Zachary Ann Lane. Figure 2 shows a preliminary conceptual site plan. The general topography for the study site can best be described as level to rolling-hill type terrain. Figure 3 illustrates the current zoning map for Frederick County (Reference 1). The parcel on which the proposed Fruit Hill Property development is located is currently zoned as Rural Area (RA). This analysis determines the transportation related impacts associated with the proposed development and was prepared in accordance with Frederick County and Virginia Department of Transportation (VDOT) requirements for traffic impact studies. The study intersections, time periods for analysis, and scope of this project were selected after County and VDOT staff were consulted. A scoping letter provided for this project is provided in Appendix A. A traffic operations analysis has been conducted to confirm that the transportation system can adequately support the proposed development. Specifically, this analysis includes: ▪ Year 2021 existing land use and transportation system conditions within the site vicinity; ▪ Forecast year 2028 background traffic conditions (without site development) during the weekday a.m. and weekday p.m. peak periods including in-process/approved developments and regional growth; ▪ Trip generation and distribution estimates for the proposed development; ▪ Forecast year 2028 total traffic conditions based on build out of the development including queuing and turn lane analyses, ▪ Turn lane evaluations at site entrances; ▪ Access management evaluation; ▪ Forecast year 2034 background traffic conditions (without site development) during the weekday a.m. and weekday p.m. peak periods; ▪ Forecast year 2034 total traffic conditions based on build out of the development; and, ▪ Conclusions and recommendations. 152 SITE 50 522 50 11 81 81 11 37 522 259 7 - Study Intersections## N C:\Users\local_abutsick\Temp\AcPublish_20096\26732 - ReportFigs - final.dwg Jan 09, 2023 - 3:08pm - abutsick Layout Tab: 01Site Vicnity Map Frederick County, VA 1 Fruit Hill Property January 2023 Figure FREDERICK COUNTY, VA SITE - Future Study Intersections 669 REST C H U R C H R D MACBE T H L N PROPOSED RELOCATION OF ZACHARY ANN LN 670 81 11 MARTINSBURG PKWOOD B I N E R DZACHARY ANN LNSTAYMAN DRRUEBUCK RD V I R G I N I AWE S T V I R G I N I A 153 C:\Users\local_abutsick\Temp\AcPublish_20096\26732 - ReportFigs - final.dwg Jan 09, 2023 - 3:08pm - abutsick Layout Tab: 02 2FIGUREFruit Hill PropertyJanuary 2023Conceptual Site PlanProvided by Dice Engineering (January 2023)Frederick County, VA154 NC:\Users\local_abutsick\Temp\AcPublish_20096\26732 - ReportFigs - final.dwg Jan 09, 2023 - 3:08pm - abutsick Layout Tab: 03 Zoning MapObtained from Frederick County, VAFrederick County, VA3Fruit Hill PropertyJanuary 2023FigureSITE155 Existing Conditions 156 Broad Run Estates January 2023 Existing Conditions Kittelson & Associates, Inc. 17 EXISTING CONDITIONS The existing conditions analysis identifies the site conditions and current operational and geometric characteristics of the roadways within the study area. These conditions will be compared with future conditions later in this report. Kittelson staff visited and inventoried the proposed Fruit Hill Property development site and surrounding study area in December 2021. At that time, Kittelson collected information regarding site conditions, adjacent land uses, existing traffic operations, and transportation facilities in the study area. Transportation Facilities Table 1 summarizes the primary transportation facilities in the site vicinity. Figure 4 shows the existing lane configurations and traffic control devices at the study intersections. Table 1. Existing Transportation Facilities and Roadway Designations Roadway Classification1 Number of Lanes Speed Limit (mph) Median Side- walks Bicycle Lanes On- Street Parking Surface US 11 (Martinsburg Pike) Major Collector 4 lanes 45 No Partial2 No No Paved I-81 SB Ramps (Exit 323) Interstate Ramp 1 lane 353 No No No No Paved I-81 NB Ramps (Exit 323) Interstate Ramp 1 lane 353 No No No No Paved Route 669 (Rest Church Road) Local 2 lanes 35/454 No No No No Paved Zachary Ann Lane Local 2 lanes No posted No No No No Paved 1Classifications based on VDOT’s 2014 Functional Classification Map. 2Sidewalk on east side of US 11 north of Rest Church Road only. 3Advisory speed. 445 miles-per-hour west of proposed relocated Zachary Ann Lane. Pedestrian and Bicycle Facilities Field observations taken in the site vicinity revealed low levels of pedestrian and bicycle activity along the study area roadways during most hours of the day. No sidewalks were present within the site vicinity except for a short segment of sidewalk along the commercial property on US 11 north of Rest Church Road. The only signalized pedestrian crossing within the study area is the across the east leg at the US 11/Rest Church Road intersection. Transit Facilities There is no transit service is provided in the vicinity of the site. 157 SITE C:\Users\local_abutsick\Temp\AcPublish_20096\26732 - ReportFigs - final.dwg Jan 09, 2023 - 3:08pm - abutsick Layout Tab: 04Existing Lane Configurations and Traffic Control Devices Frederick County, VA 4 Fruit Hill Property January 2023 Figure N 669 REST C H U R C H R D MACBE T H L N 670 81 11 MARTINSBURG PKWOOD B I N E R D 321 ZACHARY ANN LNSTAYMAN DRRUEBUCK RD 4 V I R G I N I AWE S T V I R G I N I A - STOP SIGN - TRAFFIC SIGNAL 1 2 3 4 158 Fruit Hill Property January 2023 Existing Conditions Kittelson & Associates, Inc. 19 Existing Traffic Volumes and Peak Hour Operations Turning movement counts were obtained at the study intersections in October 2021. The counts were conducted during typical weekday morning (6:00 to 9:00 AM), weekday evening (4:00 to 7:00 PM), and Saturday midday (11:00 AM to 2:00 PM) time periods when school was in session and no extreme weather occurred. Given the on-going impacts of the COVID-19 pandemic on traffic volumes (particularly to weekday a.m. and weekday p.m. peak hour volumes due to an increase in people working from home), the turning movement counts collected in October 2021 were compared to the 2016 turning movement volumes used in the January 2017 Whitehall Commerce Center Traffic Impact Study. Appendix B contains the October 2021 turning movement counts and the 2016 volumes used in the Whitehall Commerce Center study. In general, the traffic volumes collected to and from the east of I-81 are shown to have increased in the October 2021 counts relative to the 2016 volumes. This is likely the result of the addition of the Amazon fulfilment center to the east of US 11. However, individual movement volumes to and from the west of I-81 on Rest Church Road were approximately five to 30 percent lower than the 2016 volumes depending on the movement. Based on direction from VDOT staff, the higher of the October 2021 or 2016 turning movement volumes from the Whitehall Commerce Center study were used as the basis for 2021 existing traffic volumes. Figure 5 illustrates the volumes used in this study. Engineering judgement was applied were needed to balance the volumes between intersections (i.e., a similar proportion of trips were assumed to be captured by the Pilot/Flying -J Travel Center between Zachary Ann Lane and the I-81 Southbound Ramps). Consistent with scoping requirements, operational analyses were performed at the following intersections: 1. Rest Church Road/Zachary Ann Lane 2. Rest Church Road/I-81 Southbound Ramps 3. Rest Church Road/I-81 Northbound Ramps 4. US 11 (Martinsburg Pike)/Rest Church Road Signal Timing Information The most recent signal timing data for the Rest Church Road corridor was obtained from VDOT at the time the turning-movement counts were collected. 159 SITE C:\Users\local_abutsick\Temp\AcPublish_20096\26732 - ReportFigs - final.dwg Jan 09, 2023 - 3:08pm - abutsick Layout Tab: 052021 Existing Traffic Volumes Blended from 2016 and 2021 Turning Movement Counts Frederick County, VA 5 Fruit Hill Property January 2023 Figure N 669 REST C H U R C H R D MACBE T H L N 670 81 11 MARTINSBURG PKWOOD B I N E R D 321 ZACHARY ANN LNSTAYMAN DRRUEBUCK RD 4 VI R G I N I AWE S T V I R G I N I A WEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AM1 2 3 4 2**68**136 4** 143**96**3*152***212 *130 257 245***167*2328*131 177 335 86 60339966158252**305 *117 *83 13 109* 1131**98**116 1 24** 53**932*114**126 *166 331 117*56193*88 131 392 95 52581312021434778 188 *58 12 88 39 *ADJUSTED TO MATCH 2016 TURNING MOVEMENT COUNTS **INCREASED FOR BALANCING PURPOSES 160 Fruit Hill Property January 2023 Existing Conditions Kittelson & Associates, Inc. 21 Current Levels of Service and Volume-to-Capacity Ratios All level of service (LOS) analyses described in this report was performed in accordance with the procedures stated in the Highway Capacity Manual, 6th Edition (HCM6 - Reference 2)1. A description of level of service and the criteria by which they are determined is presented in Appendix C. This analysis is based on the system hourly peak during each of the study periods to evaluate of all intersection levels-of-service. The weekday a.m. and weekday p.m. peak hours were found to occur from 6:45 a.m. to 7:45 a.m. and 5:15 p.m. to 6:15 p.m., respectively. Traffic operations were evaluated using Synchro 11 in accordance with VDOT’s Traffic Operations and Safety Analysis Manual v2.0 (TOSAM – Reference 3). Figure 6 shows the overall intersection operational results of the existing traffic operations analysis for the weekday a.m. and weekday p.m. peak hours. Figure 7 shows the lane group LOS. Table 2 summarizes the Synchro 11 peak hour levels of service, 95th percentile back of queue, and delay for each lane group by intersection. For intersections where Synchro was unable to accurately estimate the 95th percentile queue lengths (i.e., the signalized US 11/Rest Church Road intersection, where 95th percentile volumes exceed capacity), SimTraffic software was used to derive the maximum queues shown in Table 2. All parameters of the SimTraffic queueing analysis were evaluated in accordance with Section 7.6 of VDOT’s TOSAM. Appendix D contains the existing conditions level of service worksheets. 1The current lane configuration on the northbound approach of the Rest Church Road/I -81 Northbound Ramps intersection does not comply with the National Electrical Manufacturers Association (NEMA) phasing. As such, HCM 2000 outputs are reported for signalized intersections. 161 SITE C:\Users\local_abutsick\Temp\AcPublish_20096\26732 - ReportFigs - final.dwg Jan 09, 2023 - 3:08pm - abutsick Layout Tab: 06Existing Traffic Operations Weekday AM & PM Peak Hours Frederick County, VA 6 Fruit Hill Property January 2023 Figure N 669 REST C H U R C H R D MACBE T H L N 670 81 11 MARTINSBURG PKWOOD B I N E R D 321 ZACHARY ANN LNSTAYMAN DRRUEBUCK RD 4 VI R G I N I AWE S T V I R G I N I A WEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AM CM = INTERSECTION MOVEMENT (UNSIGNALIZED) LOS = INTERSECTION MOVEMENT LEVEL OF SERVICE (SIGNALIZED)/INTERSECTION MOVEMENT LEVEL OF SERVICE (UNSIGNALIZED) Del = INTERSECTION AVERAGE CONTROL DELAY (SIGNALIZED)/INTERSECTION MOVEMENT CONTROL DELAY (UNSIGNALIZED) V/C = INTERSECTION VOLUME-TO-CAPACITY RATIO 1 2 3 4 52581312021434778188 58 12 88 39 LOS=C Del=26.4 V/C=0.45 5619388131 392 95 LOS=B Del=16.3 V/C=0.22932114126 166 331 117 LOS=C Del=27.9 V/C=0.44 198116 1 24 53 CM=NB LOS=B Del=10.9 V/C=0.15 60339966158252305 117 83 13 109 113 LOS=D Del=45.1 V/C=0.73 167328131 177 335 86 LOS=C Del=20.3 V/C=0.52963152212 130 257 245 LOS=C Del=22.2 V/C=0.40 268136 0 4 143 CM=NB LOS=B Del=10.8 V/C=0.12 162 SITE C:\Users\local_abutsick\Temp\AcPublish_20096\26732 - ReportFigs - final.dwg Jan 09, 2023 - 3:08pm - abutsick Layout Tab: 07Existing Lane Group Levels of Service Weekday AM & PM Peak Hours Frederick County, VA 7 Fruit Hill Property January 2023 FigureWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AM1 2 3 4 N 669 REST C H U R C H R D MACBE T H L N 670 81 11 MARTINSBURG PKWOOD B I N E R D 321 ZACHARY ANN LNSTAYMAN DRRUEBUCK RD 4 VI R G I N I AWE S T V I R G I N I A WEEKDAY PMWEEKDAY AMX - LANE GROUP LEVEL OF SERVICE ECC C CB BCB A BA CC B CB E CCC CDCCCB C CA ACC A BA DC B CB C CCE CDC 163 Fruit Hill Property January 2023 Existing Conditions Kittelson & Associates, Inc. 24 Table 2. Existing Conditions – Summary of Peak Hour Levels of Service, 95th Percentile Back of Queue, and Delay for Each Lane Group by Intersection Intersection Information AM Peak Hour PM Peak Hour Intersection (#) Traffic Control Approach Lane Group Existing turn-lane lengths LOS Back of Queue (feet)1 Delay (sec) LOS Back of Queue (feet)1 Delay (sec) Route 669 (Rest Church Road)/ Zachary Ann Lane (#1) Two-way Stop-Controlled EB EBT - - 0 0.0 - 0 0.0 EBR - - 0 0.0 - 0 0.0 EB Approach - - 0.0 - - 0.0 WB WBL - A 3 7.6 A 0 8.7 WBT - - 0 0.0 - 0 0.0 WB Approach - - 2.4 - - 0.2 NB NBLR - B 13 10.9 B 10 10.8 NB Approach B - 10.9 B - 10.8 Rest Church Road/I-81 Southbound Ramps (#2) Signalized EB EBTR - C 165 21.0 B 143 18.8 EB Approach C - 21.0 B - 18.8 WB WBL - D 314 39.5 C 256 31.8 WBT - A 103 7.9 A 216 9.1 WB Approach C - 31.3 C - 20.7 SB SBLT - C 132 31.4 C 130 31.1 SBR 640’ C 92 29.1 C 122 29.2 SB Approach C - 30.2 C - 29.9 Overall C - 27.9 C - 22.2 Rest Church Road/I-81 Northbound Ramps (#3) Signalized EB EBL - A 161 11.3 B 169 15.0 EBT - A 91 9.1 B 100 10.2 EB Approach A - 10.0 B - 12.3 WB WBT - A 163 9.7 B 159 17.6 WBR - B 61 19.7 B 64 19.1 WB Approach B - 11.6 B - 17.9 NB NBLTR - C 230 30.5 C 499 32.3 NBR 480’ C 174 30.9 C 390 21.8 NB Approach C - 30.8 C - 27.3 Overall B - 16.3 C - 20.3 US 11 (Martinsburg Pike)/Rest Church Road (#4) Signalized EB EBL - C 136 29.0 E 227 76.3 EBTR - B 131 16.9 C 213 22.1 EB Approach C - 19.8 E - 54.9 WB WBL 250’ E 39 56.9 C 39 33.9 WBT - C 88 28.1 C 100 30.7 WBR - C 49 27.3 C 87 29.7 WB Approach C - 30.3 C - 30.4 NB NBL 150’ C 110 34.8 C 150 33.6 NBT - C 74 23.7 E 425 65.9 NBR 280’ C 22 22.4 C 134 24.6 NB Approach C - 28.3 E - 30.3 SB SBL 240’ D 150 41.9 D 91 35.5 SBT - C 170 27.6 C 145 29.7 SBR 290’ C 101 24.2 C 82 26.7 SB Approach C - 28.4 C - 28.9 Overall C - 26.4 D - 45.1 1 Maximum queues reported from SimTraffic at signalized intersections due to 95th percentile queues from Synchro exceeding capacity at one or more signalized intersections within the coordinated system. The existing maximum queues on the northbound approach of the Rest Church Road/I-81 Northbound Ramps intersection (Study Intersection #3) reported from SimTraffic are notably longer than observed in the field. A review of the SimTraffic model illustrated a majority of the northbound right -turning 164 Fruit Hill Property January 2023 Existing Conditions Kittelson & Associates, Inc. 25 traffic from the off-ramp ultimately destined for US 11 northbound stacked in the shared left-through- right lane on the off-ramp. However, field observations showed a majority of the northbound right- turns from the off-ramp used the exclusive right-turn lane (often immediately cutting across three lanes to reach the left-turn lane onto US 11 northbound from Rest Church Road). To help “encourage” more vehicles turning left onto US 11 to utilize the exclusive right-turn lane on the off-ramp, the default “Mandatory Distance” and “Positioning Distance” parameters were reduced in the Simulation Settings. By lowering this value to less than the link length between I-81 and US 11, vehicles are able to make last minute lane changes to cut into the left-turn lane on Rest Church Road to US 11 northbound. Even with these adjustments, however, a considerable amount of northbound off-ramp traffic destined for US 11 northbound continues to stack in the shared left-through-right lane in the SimTraffic model. This likely results in inflated queueing estimates for northbound off-ramp, which are reflected in Table 2. As the queuing results of the model are reviewed, this should be considered as a potential limitation of the model. As also shown in the figures and Table 2, study intersections and critical movements currently operate at LOS D or better. All queues are stored within the existing lanes with the following exceptions: US 11/Rest Church Road (#4) The eastbound left-turn operates at LOS E with queues spilling back to the adjacent Rest Church Road/I- 81 Northbound Ramps intersection during the weekday p.m. peak hour. The queues block the upstream end of the lane (i.e., Upstream Block Time) approximately 21 percent of the time during the weekday p.m. peak hour. Potential Mitigation Mitigation Strategy #1 – Signal Re-timing To alleviate the potential queue spill back and delays on the eastbound approach of the US 11/Rest Church Road intersection, potential modifications to existing signal timing were evaluated to better accommodate demand on the eastbound approach. Modifications to signal timing could include changes to existing cycle lengths and/or changes to individual phase splits. Table 3 illustrates the anticipated operations of the three signalized study intersections with updated signal splits using the existing 80 second cycle lengths for each signalized study intersection. Small changes were made to the coordination pattern between the signals to maintain the existing levels of coordination with the new phase splits. Appendix E contains the Synchro and SimTraffic operational worksheets for the mitigated traffic operations. As shown, signal re-timing alone is not anticipated to fully prevent the spill back of eastbound left-turn movements at the US 11/Rest Church Road intersection. The upstream intersection is anticipated to be blocked five percent of the time by queue spill backs for the eastbound left-turn during the weekday p.m. peak hour. 165 Fruit Hill Property January 2023 Existing Conditions Kittelson & Associates, Inc. 26 Table 3. Existing Conditions – Mitigation Strategy #1 – Signal Re-timing Intersection Information PM Peak Hour Intersection (#) Traffic Control Approach Lane Group Existing turn-lane lengths LOS Back of Queue (feet)1 Delay (sec) Rest Church Road/I-81 Southbound Ramps (#2) Signalized EB EBTR - B 141 18.9 EB Approach B - 18.9 WB WBL - C 261 28.6 WBT - B 159 11.5 WB Approach C - 20.3 SB SBLT - C 146 31.2 SBR 640’ C 125 29.3 SB Approach C - 30.0 Overall C - 22.1 Rest Church Road/I-81 Northbound Ramps (#3) Signalized EB EBL - B 164 14.2 EBT - B 83 10.5 EB Approach B - 12.1 WB WBT - B 138 16.2 WBR - B 58 18.2 WB Approach B - 16.6 NB NBLTR - C 341 32.9 NBR 480’ C 286 22.0 NB Approach C - 27.6 Overall B - 19.9 US 11 (Martinsburg Pike)/Rest Church Road (#4) Signalized EB EBLT - D 215 42.6 EBTR - C 173 22.9 EB Approach C - 34.8 WB WBL 250’ C 7 34.1 WBT - C 103 34.9 WBR - C 95 33.1 WB Approach C - 34.0 NB NBL 150’ C 150 35.0 NBT - D 427 54.9 NBR 280’ C 132 23.8 NB Approach D - 51.3 SB SBL 240’ D 108 36.1 SBT - C 170 28.0 SBR 290’ C 90 25.5 SB Approach C - 27.8 Overall D - 36.8 1 Maximum queues reported from SimTraffic due to 95th percentile queues from Synchro exceeding capacity at one or more signalized intersections within the coordinated system. Mitigation Strategy #2 – Eastbound Shared Left-Through Lane As shown in Table 3, adjustments to existing signal timing alone will have nominal effects on existing queueing on the eastbound approach of the US 11/Rest Church Road intersection. Given the existing 6-lane, undivided cross-section of Rest Church Road between the I-81 Northbound Ramps and US 11, adding storage capacity through an additional eastbound left-turn lane would require widening of the travelled way. This would potentially have substantial impacts to the existing gasoline station in the southwest quadrant of the US 11/Rest Church Road intersection and/or the church in the northwest quadrant. It would also potentially affect the lane alignment with the bridge over I-81 to the west (i.e., potential impacts to signal poles/head locations and/or widening of the bridge). 166 Fruit Hill Property January 2023 Existing Conditions Kittelson & Associates, Inc. 27 To prevent queue spillback during the weekday p.m. peak hour within the existing cross-section on Rest Church Road, capacity can be added by converting the existing eastbound through lane to a shared left- through lane. This change to the existing eastbound lane configuration would require several improvements: ▪ Restriping of the eastbound approach lanes ▪ Conversion of the Rest Church Road approaches to operate under “split” signal phasing ▪ Replacing the existing three-section signal head for the eastbound through lane with a four- section head (three ball indicators and one, green left-turn arrow indicator) ▪ Potential widening of US 11 to the north of Rest Church Road to add a second northbound lane that ends/merges a minimum of 495 feet north of the existing commercial driveway on the east side of US 11. o If US 11 is not widened, the second eastbound left-turn lane at the US 11/Rest Church Road intersection would flow into a right-turn trap lane into the commercial property. ▪ Adjustments to coordination with the adjacent signalized intersections at the I-81 interchange. Table 4 illustrates anticipated operations of US 11/Rest Church Road after converting the eastbound through lane to a shared left-through lane and adjusting the Rest Church Road approaches to operate under split phasing. As shown, the eastbound queues would be anticipated to contained within the existing lane storage (upstream blockage reduced to zero percent in SimTraffic). Minimal impacts are anticipated at adjacent intersection due to the conversion of the Rest Church Road approaches to split- phased at the US 11/Rest Church Road intersection. Figure 8 illustrates the anticipated extents of these improvements. It should also be noted this proposed lane configuration helps address some of the limitations of the SimTraffic model with respect to the northbound off-ramp from I-81. With two left-turning lanes from Rest Church Road onto US 11 northbound, vehicles from the northbound off-ramp can access one of the left-turn lanes on Rest Church Road from either lane on the off-ramp. This is reflected in the reduced forecast queues on the northbound off-ramp (Study Intersection #3) relative to existing conditions. 167 Fruit Hill Property January 2023 Existing Conditions Kittelson & Associates, Inc. 28 Table 4. Existing Conditions – Mitigation Strategy #2 – Eastbound Shared Left-Through Lane at US 11/Rest Church Road Intersection Information PM Peak Hour Intersection (#) Traffic Control Approach Lane Group Existing turn-lane lengths LOS Back of Queue (feet)1 Delay (sec) Rest Church Road/I-81 Southbound Ramps (#2) Signalized EB EBTR - B 144 18.9 EB Approach B - 18.9 WB WBL - C 269 28.7 WBT - A 136 5.0 WB Approach C - 17.2 SB SBLT - C 146 31.2 SBR 640’ C 108 29.3 SB Approach C - 30.0 Overall C - 20.6 Rest Church Road/I-81 Northbound Ramps (#3) Signalized EB EBL - A 154 4.4 EBT - A 82 10.2 EB Approach A - 12.2 WB WBT - C 175 23.4 WBR - E 70 74.0 WB Approach C - 33.8 NB NBLTR - C 362 32.9 NBR 480’ C 305 22.0 NB Approach C - 27.6 Overall C - 23.7 US 11 (Martinsburg Pike)/Rest Church Road (#4) Signalized EB EBLT - D 178 44.8 EBTR - C 174 29.8 EB Approach C - 34.9 WB WBL 250’ C 44 33.1 WBT - C 99 34.9 WBR - C 73 33.1 WB Approach C - 34.0 NB NBL 150’ C 149 35.0 NBT - C 257 30.8 NBR 280’ B 53 19.4 NB Approach C - 31.2 SB SBL 240’ D 102 36.0 SBT - C 147 22.9 SBR 290’ C 66 21.3 SB Approach C - 23.9 Overall C - 30.6 1Maximum queues from SimTraffic reported for consistency with other operational summaries. 168 C:\Users\local_abutsick\Temp\AcPublish_20096\26732 - ReportFigs - final.dwg Jan 09, 2023 - 3:08pm - abutsick Layout Tab: 08Converting Eastbound Through Lane to Shared Left-Through US 11/Rest Church Road Frederick County, VA 8 Fruit Hill Property January 2023 Figure N11 495' MIN RE-STRIPE EASTBOUND APPROACH BEGIN LANE DROP AFTER COMMERCIAL DRIVEWAY RE-STRIPE EXISTING RIGHT-TURN LANE AS THROUGH LANE 100' 200' TAPER WIDEN US 11 TO DEVELOP RIGHT-TURN LANE ADJUST SIDEWALK TO REDEVELOP BUFFER REPLACE EXISTING 3-SECTION HEAD WITH 4-SECTION HEAD FOR SHARED LEFT-THROUGH LANE REST C H U R C H R D 81 0 Scale: 1" = 150' 15015075 169 Transportation Impact Analysis 170 Fruit Hill Property January 2023 Transportation Impact Analysis Kittelson & Associates, Inc. 31 TRANSPORTATION IMPACT ANALYSIS The transportation impact analysis identifies how the study area’s transportation system will operate through total build out of the project. The Fruit Hill Property development is anticipated to be constructed and built out by 2028. The proposed site consists of one 100-room hotel, one 5,000 square- foot restaurant, one 300,000 square-foot data center, and four industrial buildings totaling to 2,125,000 square feet. Traffic impacts of the proposed Fruit Hill Property development during the typical weekday a.m. and weekday p.m. peak hours were examined as follows: • Year 2028 background traffic conditions were developed by: o Applying a one percent compound annual growth rate to year 2021 traffic volumes. o Adding trips associated with in-process developments to the study intersections. • Year 2028 background weekday a.m. and weekday p.m. peak hour traffic conditions were analyzed at each of the study intersections. • Site-generated trips were estimated for the proposed site plan. • Site trip distribution patterns identified and confirmed through the scoping process were derived from existing traffic patterns and major trip origins and destinations in the study area. • Year 2028 total traffic conditions were analyzed at each of the study intersections and site- access driveways during the weekday a.m. and weekday p.m. peak hours. YEAR 2028 TRAFFIC CONDITIONS In the 2028 background analysis, traffic operations prior to build-out of the proposed development are analyzed for the purposes of establishing a baseline against which to measure the specific impacts of the proposed development. Background growth in traffic volumes is attributed to regional growth in the area as well as any specific development within the study area. These components of growth are discussed below. Regional Growth A one percent annual growth rate was identified and confirmed through the scoping process to account for near-term regional traffic growth. This growth rate was compounded annually to forecast year 2028 background traffic volumes. In-Process Developments In-process developments within the study area identified to be built out by 2028 include: ▪ Arogas Parcel – 22,570 square feet of shopping center in the northeast quadrant of the US 11/Rest Church Road intersection 171 Fruit Hill Property January 2023 Transportation Impact Analysis Kittelson & Associates, Inc. 32 ▪ Parcel 33-A-12 – 150,000 square feet of industrial development in the southwest quadrant of the US 11/Rest Church Road intersection ▪ Light Property – 105,500 square feet of industrial development along Woodbine Road to the southeast of the US 11/Rest Church Road intersection ▪ Whitehall Commerce Center – Undeveloped portions of the larger site located west of US 11 along Rest Church Road include 162,000 square feet of industrial development Trips to and from the in-process developments were assigned based on the assumptions made in previous and on-going traffic impact analyses for other developments (include the January 2019 Whitehall Commerce Center study). Appendix F contains the assumed trip generation and trip assignment for the in-process trips at study intersections. Trip generation for the in-process trips were developed using the standard reference Trip Generation, 11th Edition (Reference 4) published by the Institute of Transportation Engineers (ITE). Planned Transportation Improvements No transportation improvements are anticipated within the study network by the year 2028. With the build-out of the proposed site, Zachary Ann Lane would be relocated further west along Rest Church Road to increase the spacing from the I-81 interchange. The relocated Zachary Ann Lane would align with the existing residential driveway on the north side of Rest Church Road. 2028 Background Traffic Conditions Traffic volumes under year 2028 background traffic conditions were developed by adding both the one percent compound annual growth rate and the in-process development trips to the existing traffic volumes. Figure 9 shows the overall intersection operational results of the year 2028 background traffic operations analysis for the weekday a.m. and weekday p.m. peak hours. Figure 10 shows the lane group LOS. Table 5 summarizes the peak hour levels of service, 95th percentile back of queue, and delay for each lane group by intersection. No changes to existing signal timing provided by VDOT were assumed. If appropriate, signal timing updates will be recommended as potential mitigation measures to account for projected traffic volumes. Queues reported at signalized intersections were estimated using the maximum queues SimTraffic, as the Synchro model was unable to fully estimate the extent of forecast queues. Appendix G contains the 2028 background traffic operational analysis worksheets. 172 SITE N C:\Users\local_abutsick\Temp\AcPublish_20096\26732 - ReportFigs - final.dwg Jan 09, 2023 - 3:08pm - abutsick Layout Tab: 09Year 2028 Background Traffic Operations Weekday AM & PM Peak Hours Frederick County, VA 9 Fruit Hill Property January 2023 Figure 669 REST C H U R C H R D MACBE T H L N 670 81 11 MARTINSBURG PKWOOD B I N E R D 321 ZACHARY ANN LNSTAYMAN DRRUEBUCK RD 4 VI R G I N I AWE S T V I R G I N I A WEEKDAY PMWEEKDAY AM1 WEEKDAY PMWEEKDAY AM2 WEEKDAY PMWEEKDAY AM3 WEEKDAY PMWEEKDAY AM4 CM = INTERSECTION MOVEMENT (UNSIGNALIZED) LOS = INTERSECTION MOVEMENT LEVEL OF SERVICE (SIGNALIZED)/INTERSECTION MOVEMENT LEVEL OF SERVICE (UNSIGNALIZED) Del = INTERSECTION AVERAGE CONTROL DELAY (SIGNALIZED)/INTERSECTION MOVEMENT CONTROL DELAY (UNSIGNALIZED) V/C = INTERSECTION VOLUME-TO-CAPACITY RATIO 736719140245372107 281 184 15 121 43 LOS=C Del=27.0 V/C=0.58 6031294259 443 123 LOS=B Del=16.8 V/C=0.262052122149 178 376 127 LOS=C Del=31.9 V/C=0.58 1105138 1 26 59 CM=NB LOS=B Del=11.3 V/C=0.17 1693831173168270383 136 106 22 239 130 LOS=E Del=67.0 V/C=1.00 179392140 234 478 199 LOS=C Del=21.7 V/C=0.621433163231 139 383 276 LOS=C Del=26.7 V/C=0.56 273150 0 4 164 CM=NB LOS=B Del=10.8 V/C=0.12 173 SITE C:\Users\local_abutsick\Temp\AcPublish_25428\26732 - ReportFigs - final.dwg Jan 12, 2023 - 6:31am - abutsick Layout Tab: 10Year 2028 Background Lane Group Levels of Service Weekday AM & PM Peak Hours Frederick County, VA 10 Fruit Hill Property January 2023 FigureWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AM1 2 3 4 N 669 REST C H U R C H R D MACBE T H L N 670 81 11 MARTINSBURG PKWOOD B I N E R D 321 ZACHARY ANN LNSTAYMAN DRRUEBUCK RD 4 VI R G I N I AWE S T V I R G I N I A WEEKDAY PMWEEKDAY AMX - LANE GROUP LEVEL OF SERVICE FCC C CB CCC B BA DC C CB F CDC CDCCCB C CB ACC A BA DD B CB C CDE CDC 174 Fruit Hill Property January 2023 Transportation Impact Analysis Kittelson & Associates, Inc. 35 Table 5. Year 2028 Background Traffic Conditions – Summary of Peak Hour Levels of Service, 95th Percentile Back of Queue, and Delay for Each Lane Group by Intersection Intersection Information AM Peak Hour PM Peak Hour Intersection (#) Traffic Control Approach Lane Group Existing turn-lane lengths LOS Back of Queue (feet)1 Delay (sec) LOS Back of Queue (feet)1 Delay (sec) Route 669 (Rest Church Road)/ Zachary Ann Lane (#1) Two-way Stop-Controlled EB EBT - - 0 0.0 - 0 0.0 EBR - - 0 0.0 - 0 0.0 EB Approach - - 0.0 - - 0.0 WB WBL - A 3 7.7 A 0 8.7 WBT - A 0 0.0 - 0 0.0 WB Approach - - 2.3 - - 0.2 NB NBLR - B 15 11.3 B 10 10.8 NB Approach B - 11.3 B - 10.8 Rest Church Road/I-81 Southbound Ramps (#2) Signalized EB EBTR - C 193 23.9 C 169 25.5 EB Approach C - 23.9 C - 25.5 WB WBL - D 311 42.8 D 377 35.9 WBT - A 119 9.6 B 366 12.7 WB Approach C - 34.4 C - 26.2 SB SBLT - D 257 41.2 C 178 31.1 SBR 640’ C 112 27.8 C 115 27.8 SB Approach D - 36.2 C - 29.4 Overall C - 31.9 C - 26.7 Rest Church Road/I-81 Northbound Ramps (#3) Signalized EB EBL - B 145 14.3 C 176 21.0 EBT - B 131 12.9 B 192 12.0 EB Approach B - 13.2 B - 15.4 WB WBT - A 176 9.7 C 221 21.6 WBR - B 69 10.6 B 89 17.4 WB Approach A - 9.9 B - 20.4 NB NBLTR - C 228 30.1 C 932 33.1 NBR 480’ C 184 31.1 C 480 21.0 NB Approach C - 30.8 C - 27.2 Overall B - 16.8 C - 21.7 US 11 (Martinsburg Pike)/Rest Church Road (#4) Signalized EB EBL - C 182 31.3 F 250 159.1 EBTR - B 207 16.1 C 249 21.1 EB Approach B - 18.9 F - 105.6 WB WBL 250’ E 52 65.0 C 55 34.5 WBT - C 105 28.5 C 181 33.5 WBR - C 51 27.3 C 112 29.8 WB Approach C - 31.2 C - 32.7 NB NBL 150’ D 129 36.6 D 150 50.3 NBT - C 86 24.5 F 1,000 96.4 NBR 280’ C 27 22.9 C 256 24.6 NB Approach C - 29.8 F - 81.1 SB SBL 240’ D 177 51.3 D 121 36.0 SBT - C 206 30.1 C 181 32.7 SBR 290’ C 136 25.0 C 132 28.2 SB Approach C - 31.5 C - 30.8 Overall C - 27.0 E - 67.0 1 Maximum queues reported from SimTraffic at signalized intersections due to 95th percentile queues from Synchro exceeding capacity at one or more signalized intersections within the coordinated system. As shown in the figures and Table 5, signalized study intersections and critical movements at unsignalized intersections are anticipated to continue to operate at LOS C or better with queues contained within existing storage with the following exceptions: 175 Fruit Hill Property January 2023 Transportation Impact Analysis Kittelson & Associates, Inc. 36 Rest Church Road/I-81 Northbound Ramps (#3) With the increase in volumes on both Rest Church Road and the I-81 northbound off-ramp due to regional growth and trips from in-process developments, queues on the northbound off-ramp are anticipated to spill back on I-81 under the existing signal timing during the weekday p.m. peak hour. Similar to existing conditions, the SimTraffic model places a large proportion of the northbound off - ramp traffic destined for US 11 northbound in the shared left-through-right lane. This may artificially increase the projected maximum queues relative to anticipated field conditions. However, under year 2028 background conditions the queuing condition is anticipated to provide a more realistic estimate due to the persistent queue spillback on the eastbound approach of the US 11/Rest Church Road. As outline in the next subsection, the eastbound approach of the US 11/Rest Church Road intersection is forecast to block the upstream intersection approximately 62 percent of the weekday p.m. peak hour. This, in turn, prevents vehicles from the off-ramp from proceeding through the intersection. US 11/Rest Church Road (#4) Similar to existing conditions, the eastbound left-turn queues at the US 11/Rest Church Road intersection are anticipated to spill back to the adjacent Rest Church Road/I-81 Northbound Ramps intersection during the weekday p.m. peak hour. The movement is forecast to operate above capacity at LOS F. The eastbound left-turn queues are forecast to block the upstream end of the lane (i.e., Upstream Block Time) approximately 62 percent of the time during the weekday p.m. peak hour. The overall intersection is anticipated to operate near capacity at LOS E. Potential Mitigation Given the anticipated increase in traffic volumes at study intersections, it is not anticipated signal re- timing alone at will sufficiently alleviate the delay and queueing concerns at the Rest Church Road/I-81 Northbound Ramps and US 11/Rest Church Road intersections under year 2028 background traffic conditions. Table 6 illustrates the strategies evaluated to mitigate the anticipated traffic conditions during the weekday p.m. peak hour. Table 7 illustrates the anticipated traffic operations with these improvements. With these improvements, updates to signal timing and coordination were also assumed. Appendix H contains the Synchro and SimTraffic output worksheets. 176 Fruit Hill Property January 2023 Transportation Impact Analysis Kittelson & Associates, Inc. 37 Table 6. Year 2028 Background – Mitigation Strategies Mitigation Strategy Intersection Rest Church Road/I-81 Northbound Ramps (#3) US 11/Rest Church Road (#4) Mitigation Strategy #1 No changes to lane configuration (a baseline for comparison to the subsequent two mitigation strategies) Lane Configuration: Convert the eastbound through lane to a shared left-through lane and convert the Rest Church Road approach phasing to split phase (as evaluated under existing traffic conditions) Proposed Lane Configuration: Mitigation Strategy #2 Widen the northbound off-ramp to three approach lanes. By adding an exclusive northbound left-turn lane and converting the existing shared left/through/right lane to a shared through/right lane, additional capacity can be added to the northbound left-turn movement and reduce queue spillback. Figure 11 illustrates a conceptual layout of the potential northbound left-turn lane. Proposed Lane Configuration: Mitigation Strategy #3 Widen the northbound off-ramp to three approach lanes. By adding an exclusive northbound left-turn lane and converting the existing shared left/through/right lane to a shared left/through lane, additional capacity can be added to the northbound left-turn movement and reduce queue spillback. Proposed Lane Configuration: 177 C:\Users\local_abutsick\Temp\AcPublish_20096\26732 - ReportFigs - final.dwg Jan 09, 2023 - 3:08pm - abutsick Layout Tab: 11Northbound Left-Turn Lane - Conceptual Layout Rest Church Road/I-81 Northbound Ramps Frederick County, VA 11 Fruit Hill Property January 2023 Figure N WIDEN OFF-RAMP TO ACCOMMODATE ADDITIONAL APPROACH LANE REST C H U R C H R D 81 0 Scale: 1" = 75' 7575 300' 200' TAPER CONVERT EXISTING SHARED LEFT-THROUGH-RIGHT TO SHARED THROUGH-RIGHT ADJUST/AUGMENT NORTHBOUND SIGNAL HEADS AS NECESSARY 178 Fruit Hill Property January 2023 Transportation Impact Analysis Kittelson & Associates, Inc. 39 Table 7. Year 2028 Background Conditions – Mitigated Traffic Conditions Intersection Information PM Peak Hour1 Mitigation Strategy #1 Mitigation Strategy #2 Mitigation Strategy #3 Intersection (#) Traffic Control Approach Lane Group Turn-lane lengths LOS Back of Queue (ft) Delay (sec) LOS Back of Queue (ft) Delay (sec) LOS Back of Queue (ft) Delay (sec) Rest Church Road/I-81 Southbound Ramps (#2) Signalized EB EBTR - C 156 23.9 C 169 23.9 C 193 23.9 EB Approach C - 23.9 C - 23.9 C - 23.9 WB WBL - D 312 45.3 D 334 43.9 C 345 25.6 WBT - A 153 3.9 A 120 4.2 A 122 5.8 WB Approach C - 27.9 C - 27.3 B - 17.3 SB SBLT - C 174 34.5 C 168 34.5 C 163 34.5 SBR 640’ C 119 29.3 C 135 29.3 C 115 29.3 SB Approach C - 31.7 C - 31.7 C - 31.7 Overall C - 27.7 C - 27.4 C - 22.5 Rest Church Road/I-81 Northbound Ramps (#3) Signalized EB EBL - C 250 23.6 B 196 18.6 A 142 3.7 EBT - B 135 17.9 B 122 12.0 A 57 1.4 EB Approach C - 20.0 B - 14.5 A - 2.3 WB WBT - C 200 20.6 B 187 19.8 B 162 16.6 WBR - C 127 31.5 C 96 25.2 C 91 21.5 WB Approach C - 23.8 C - 21.4 B - 18.0 NB NBL 300’ N/A N/A N/A C 272 32.6 C 131 29.5 NBLTR or LT or TR - C 397 35.5 C 147 24.0 C 194 29.6 NBR 480’ C 338 21.5 C 123 23.9 C 180 27.6 NB Approach C - 28.7 C - 26.7 C - 28.2 Overall C - 24.6 C - 21.7 B - 18.0 US 11 (Martinsburg Pike)/Rest Church Road (#4) Signalized EB EBLT - D 194 44.1 D 200 52.6 D 207 48.4 EBTR - C 166 22.1 C 183 34.6 C 207 24.0 EB Approach C - 29.5 D - 40.7 C - 32.2 WB WBL 250’ C 47 33.6 C 47 33.6 C 45 33.6 WBT - D 160 47.8 D 169 47.8 D 165 47.8 WBR - C 83 33.2 C 85 33.2 C 92 33.2 WB Approach D - 42.2 D - 42.2 D - 42.2 NB NBL 150’ D 150 44.5 D 150 44.5 D 150 44.5 NBT - C 395 33.2 C 436 33.2 C 446 33.2 NBR 280’ B 128 19.1 B 81 19.1 B 135 19.1 NB Approach D - 36.3 D - 36.3 D - 36.3 SB SBL 240’ D 101 36.7 D 100 36.7 D 97 36.7 SBT - C 144 26.3 C 159 26.3 C 147 26.3 SBR 290’ C 121 23.7 C 123 23.7 C 108 23.7 SB Approach C - 26.4 C - 26.4 C - 26.4 Overall C - 33.0 D - 36.3 C - 33.7 1Maximum queues from SimTraffic reported. 179 Fruit Hill Property January 2023 Transportation Impact Analysis Kittelson & Associates, Inc. 40 The following summaries the ability of these mitigation strategies to address the anticipated delay or queueing issues identified: ▪ Queue Spillback on Rest Church Road from US 11 to I-81 Ramps o Under each of the mitigation strategies, the queue spillback from the eastbound approach to US 11 is anticipated to be substantially reduced during the peak hour with the conversion of the eastbound through lane to a shared left-through lane. ▪ Queue Spillback from I-81 Northbound Off-Ramp to I-81 Mainline o Similarly, each mitigation strategy is anticipated to eliminate spill back of queues on the I-81 Northbound Off-Ramp to the I-81 mainline. Under Mitigation Strategy #1, the queues on the northbound off-ramp are still anticipated to extend approximately halfway down the ramp, which may still affect safe deceleration from I -81 mainline. Under both Mitigation Strategy #2 and Mitigation Strategy #3, the maximum northbound queues on the off-ramp are forecast to be cut approximately in half relative to Mitigation Scenario #1. ▪ Overall intersection and approach delays o Under each mitigation strategy, all intersection approaches are anticipated to operate at LOS D or better. Mitigation Strategy #3 is anticipated to result in the greatest improvement to delays and queueing along the corridor. Proposed Development The proposed Fruit Hill Property development consists of one 100-room hotel, one 5,000 square-foot restaurant, one 300,000 square-foot data center, and four industrial buildings totaling to 2,125,500 square feet. The Applicant is proposing to provide access to the site via a relocated Zachary A nn Lane. The existing Zachary Ann Lane access point on Rest Church Road would be removed, and existing access to the Pilot/Flying-J Travel Center would be provided via a new driveway off the relocated Zachary Ann Lane. All trips to the proposed site and parcels south of the site on Zachary Ann Lane would also be accessed through the relocated Zachary Ann Lane. Figure 12 illustrates the assumed lane configurations and traffic control devices under year 2028 total traffic conditions. Trip Generation Trip generation estimates for the proposed development were developed using the standard reference Trip Generation, 11th Edition (Reference 4) published by the Institute of Transportation Engineers (ITE). Table 8 summarizes the trip generation estimates for the proposed development. 180 Fruit Hill Property January 2023 Transportation Impact Analysis Kittelson & Associates, Inc. 41 Table 8. Estimated Trip Generation Land Use ITE Code Units Weekday Daily Peak Hour Adjacent Street Weekday AM Peak Hour Weekday PM Peak Hour Total In Out Total In Out Warehousing 150 2,125.500 1,000 S.F. 3,397 361 278 83 383 107 276 Data Center 160 300.000 1,000 S.F. 297 33 18 15 27 8 19 Hotel 310 100 Rooms 660 43 24 19 46 23 23 Internal to Restaurant (5% AM/PM) (33) (2) (1) (1) (2) (1) (1) High-Turnover (Sit-Down) Restaurant 932 5.000 1,000 S.F. 536 48 26 22 45 27 18 Pass-by (43% AM/PM)1 (230) (20) (10) (10) (20) (10) (10) Total 4,593 452 328 124 474 157 317 Internal Trips (LUC 310) (33) (2) (1) (1) (2) (1) (1) Pass-by (LUC 932) (230) (20) (10) (10) (20) (10) (10) Net New Trips 4,330 430 317 113 452 146 306 115% of pass-by trips considered pass-bys on Rest Church Road. Remaining 28% to be considered diverted trips from I - 81 As shown in Table 8, the development is estimated to generate approximately 4,330 net new weekday daily trips, 430 weekday a.m. (317 in, 113 out), and 452weekday p.m. (146 in, 306 out) peak hour trips when built out in year 2028. Trip Distribution and Trip Assignment Trip distribution estimates for the proposed project were developed based on anticipated future travel patterns observed near the site and major origin/destination patterns in the site vicinity. Figure 13 illustrates the estimated trip distribution pattern, which was confirmed through the scoping process. Figure 14, Figure 15, and Figure 16 illustrate the assignment of site-generated trips to the surrounding roadway network for the trips related to the warehousing, data center, and hotel land uses, respectively. Figure 17 and Figure 18 illustrate the assignment of pass-by/diverted and site-generated trips by the restaurant, respectively. 181 SITE C:\Users\local_abutsick\Temp\AcPublish_20096\26732 - ReportFigs - final.dwg Jan 09, 2023 - 3:08pm - abutsick Layout Tab: 12Assumed Year 2028 Total Traffic Lane Configurations and Traffic Control Devices Frederick County, VA 12 Fruit Hill Property January 2023 Figure N 669 REST C H U R C H R D MACBE T H L N 670 81 11 MARTINSBURG PKWOOD B I N E R D 32 1 ZACHARY ANN LNSTAYMAN DRRUEBUCK RD 4 V I R G I N I AWE S T V I R G I N I A - STOP SIGN - TRAFFIC SIGNAL 1 2 3 4 PROPOSED RELOCATION OF ZACHARY ANN LN 182 SITE N C:\Users\local_abutsick\Temp\AcPublish_20096\26732 - ReportFigs - final.dwg Jan 09, 2023 - 3:08pm - abutsick Layout Tab: 13Assumed Site Trip Distribution Frederick County, VA 13 Fruit Hill Property January 2023 Figure - ESTIMATED TRIP DISTRIBUTION: WAREHOUSING/DATA CENTER/HOTEL (RESTAURANT) 669 REST C H U R C H R D MACBE T H L N PROPOSED RELOCATION OF ZACHARY ANN LN 670 81 11 MARTINSBURG PKWOOD B I N E R DZACHARY ANN LNRUEBUCK RD V I R G I N I AWE S T V I R G I N I A 183 SITE C:\Users\local_abutsick\Temp\AcPublish_20096\26732 - ReportFigs - final.dwg Jan 09, 2023 - 3:08pm - abutsick Layout Tab: 14Net New Site-Generated Trips Warehousing Frederick County, VA 14 Fruit Hill Property January 2023 FigureWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AM1 2 3 4 N 669 REST C H U R C H R D MACBE T H L N 670 81 11 MARTINSBURG PKWOOD B I N E R D 32 1 ZACHARY ANN LNSTAYMAN DRRUEBUCK RD 4 VI R G I N I AWE S T V I R G I N I A WEEKDAY PMWEEKDAY AMPROPOSED RELOCATION OF ZACHARY ANN LN 142625 102 48138 124 54 48124 14 6 337 747914 264 12542 37 139 12537 5 14 773 2 184 SITE C:\Users\local_abutsick\Temp\AcPublish_20096\26732 - ReportFigs - final.dwg Jan 09, 2023 - 3:08pm - abutsick Layout Tab: 15Net New Site-Generated Trips Data Center Frederick County, VA 15 Fruit Hill Property January 2023 FigureWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AM1 2 3 4 N 669 REST C H U R C H R D MACBE T H L N 670 81 11 MARTINSBURG PKWOOD B I N E R D 32 1 ZACHARY ANN LNSTAYMAN DRRUEBUCK RD 4 VI R G I N I AWE S T V I R G I N I A WEEKDAY PMWEEKDAY AMPROPOSED RELOCATION OF ZACHARY ANN LN 1141 17 87 7 9 87 1 11188 49 9 4 49 NO TRIPS ASSOCIATED WITH THIS INTERSECTION 185 SITE C:\Users\local_abutsick\Temp\AcPublish_20096\26732 - ReportFigs - final.dwg Jan 09, 2023 - 3:08pm - abutsick Layout Tab: 16Net New Site-Generated Trips Hotel Frederick County, VA 16 Fruit Hill Property January 2023 FigureWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AM1 2 3 4 N 669 REST C H U R C H R D MACBE T H L N 670 81 11 MARTINSBURG PKWOOD B I N E R D 32 1 ZACHARY ANN LNSTAYMAN DRRUEBUCK RD 4 VI R G I N I AWE S T V I R G I N I A WEEKDAY PMWEEKDAY AMPROPOSED RELOCATION OF ZACHARY ANN LN 1171 22 109 8 12 108 1 2 111 1211 21 1011 10 11 1010 1 1 11 186 SITE C:\Users\local_abutsick\Temp\AcPublish_20096\26732 - ReportFigs - final.dwg Jan 09, 2023 - 3:08pm - abutsick Layout Tab: 17Pass-by Trips Restaurant Frederick County, VA 17 Fruit Hill Property January 2023 FigureWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AM1 2 3 4 N 669 REST C H U R C H R D MACBE T H L N 670 81 11 MARTINSBURG PKWOOD B I N E R D 32 1 ZACHARY ANN LNSTAYMAN DRRUEBUCK RD 4 VI R G I N I AWE S T V I R G I N I A WEEKDAY PMWEEKDAY AMPROPOSED RELOCATION OF ZACHARY ANN LN NO PASS-BY TRIPS ASSOCIATED WITH THIS INTERSECTION 28-2 2 8 -2 33 3 3 33 NO PASS-BY TRIPS ASSOCIATED WITH THIS INTERSECTION 28-2 2 8 -2 33 3 3 33 187 SITE C:\Users\local_abutsick\Temp\AcPublish_20096\26732 - ReportFigs - final.dwg Jan 09, 2023 - 3:08pm - abutsick Layout Tab: 18Net New Site-Generated Trips Restaurant Frederick County, VA 18 Fruit Hill Property January 2023 FigureWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AM1 2 3 4 N 669 REST C H U R C H R D MACBE T H L N 670 81 11 MARTINSBURG PKWOOD B I N E R D 32 1 ZACHARY ANN LNSTAYMAN DRRUEBUCK RD 4 VI R G I N I AWE S T V I R G I N I A WEEKDAY PMWEEKDAY AMPROPOSED RELOCATION OF ZACHARY ANN LN 173 14 64 3 8 73 1 1 112102 14 65 5 8 64 1 2 111 188 Fruit Hill Property January 2023 Transportation Impact Analysis Kittelson & Associates, Inc. 49 2028 Total Traffic Conditions The year 2028 total traffic conditions analysis forecasts how the transportation system in the study area will operate after build-out of the proposed development. The pass-by and site-generated trips shown in Figure 14 through Figure 18 were added to year 2028 background traffic volumes shown in Figure 9 to arrive at the year 2028 total traffic volumes shown in Figure 19. Figure 20 shows the lane group LOS for the weekday a.m. and weekday p.m. peak hours. Table 9 summarizes the Synchro 11 peak hour levels of service, 95th percentile back of queue, and delay for each lane group by intersection. No changes to existing signal timing provided were assumed. If appropriate, signal timing updates will be recommended as potential mitigation measures to account for projected traffic volumes. The queues reported for the signalized intersections were estimated using maximum queues from SimTraffic, as the Synchro model was unable to fully estimate the extent of forecast queues. Appendix I contains the year 2028 total traffic conditions operational worksheets. 189 SITE N C:\Users\local_abutsick\Temp\AcPublish_20096\26732 - ReportFigs - final.dwg Jan 09, 2023 - 3:08pm - abutsick Layout Tab: 19Year 2028 Total Traffic Operations Weekday AM & PM Peak Hours Frederick County, VA 19 Fruit Hill Property January 2023 Figure 669 REST C H U R C H R D MACBE T H L N 670 81 11 MARTINSBURG PKWOOD B I N E R D 32 1 ZACHARY ANN LNSTAYMAN DRRUEBUCK RD 4 VI R G I N I AWE S T V I R G I N I A WEEKDAY PMWEEKDAY AM1 WEEKDAY PMWEEKDAY AM2 WEEKDAY PMWEEKDAY AM3 WEEKDAY PMWEEKDAY AM4 CM = INTERSECTION MOVEMENT (UNSIGNALIZED) LOS = INTERSECTION MOVEMENT LEVEL OF SERVICE (SIGNALIZED)/INTERSECTION MOVEMENT LEVEL OF SERVICE (UNSIGNALIZED) Del = INTERSECTION AVERAGE CONTROL DELAY (SIGNALIZED)/INTERSECTION MOVEMENT CONTROL DELAY (UNSIGNALIZED) V/C = INTERSECTION VOLUME-TO-CAPACITY RATIO PROPOSED RELOCATION OF ZACHARY ANN LN 826719140245382111 281 187 15 121 43 LOS=C Del=27.1 V/C=0.59 212312153 266 462 123 LOS=B Del=20.6 V/C=0.492052274215 238 376 298 LOS=C Del=27.7 V/C=0.62 11233136 21 351 57 CM=NB LOS=E Del=36.1 V/C=0.10 1743831173168273391 136 114 22 239 130 LOS=F Del=109.2 V/C=1.01 251392289 250 487 199 LOS=C Del=32.3 V/C=0.961433234396 288 383 356 LOS=C Del=27.1 V/C=0.66 21389148 11 157 162 CM=NB LOS=C Del=18.6 V/C=0.63 190 SITE C:\Users\local_abutsick\Temp\AcPublish_20096\26732 - ReportFigs - final.dwg Jan 09, 2023 - 3:08pm - abutsick Layout Tab: 20Year 2028 Total Lane Group Levels of Service Weekday AM & PM Peak Hours Frederick County, VA 20 Fruit Hill Property January 2023 FigureWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AM1 2 3 4 N 669 REST C H U R C H R D MACBE T H L N 670 81 11 MARTINSBURG PKWOOD B I N E R D 32 1 ZACHARY ANN LNSTAYMAN DRRUEBUCK RD 4 VI R G I N I AWE S T V I R G I N I A WEEKDAY PMWEEKDAY AMX - LANE GROUP LEVEL OF SERVICE ECC C BB CCC B CA CC E DC F CDD CDCCCB C CB BCC B BA DD B DB C CDE CDCPROPOSED RELOCATION OF ZACHARY ANN LN EC191 Fruit Hill Property January 2023 Transportation Impact Analysis Kittelson & Associates, Inc. 52 Table 9. 2028 Total Traffic Conditions – Summary of Peak Hour Levels of Service, 95th Percentile Back of Queue, and Delay for Each Lane Group by Intersection Intersection Information AM Peak Hour PM Peak Hour Intersection (#) Traffic Control Approach Lane Group Turn-lane lengths LOS Back of Queue (feet) Delay (sec) LOS Back of Queue (feet) Delay (sec) Route 669 (Rest Church Road)/ Zachary Ann Lane [RELOCATED] (#1) Two-way Stop-Controlled EB EBT - - 0 0.0 - 0 0.0 EBR - - 0 0.0 - 0 0.0 EB Approach - - 0.0 - - 0.0 WB WBL 200’ A 30 8.7 A 18 9.5 WBT - - 0 0.0 - 0 0.0 WB Approach - - 7.5 - - 4.7 NB NBL - E 8 36.1 C 5 16.9 NBR 200’ B 40 13.4 C 113 18.6 NB Approach B - 14.4 C - 18.5 Rest Church Road/I-81 Southbound Ramps1 (#2) Signalized EB EBTR - C 221 24.9 C 262 30.3 EB Approach C - 24.9 C - 30.3 WB WBL - D 315 35.9 C 401 30.9 WBT - B 168 11.0 B 432 14.5 WB Approach C - 24.9 C - 23.0 SB SBLT - D 240 41.2 C 152 30.8 SBR 640’ C 180 29.0 C 154 28.3 SB Approach C - 34.2 C - 29.2 Overall C - 27.7 C - 27.1 Rest Church Road/I-81 Northbound Ramps1 (#3) Signalized EB EBL - B 217 15.2 E 379 67.2 EBT - B 124 12.3 B 134 14.8 EB Approach B - 13.3 D - 42.9 WB WBT - B 174 12.4 C 229 28.7 WBR - B 70 15.0 C 109 22.9 WB Approach B - 13.0 C - 27.0 NB NBLTR - D 559 40.4 D 928 38.0 NBR 480’ C 444 29.0 B 480 19.4 NB Approach C - 35.0 C - 29.1 Overall B - 20.6 C - 32.3 US 11 (Martinsburg Pike)/Rest Church Road1 (#4) Signalized EB EBL - C 170 29.2 F 248 429.2 EBTR - B 213 16.1 C 254 20.8 EB Approach B - 18.6 F - 269.6 WB WBL 250’ E 53 65.0 D 61 45.4 WBT - C 112 28.5 C 180 28.6 WBR - C 55 27.3 C 109 26.4 WB Approach C - 31.2 C - 28.8 NB NBL 150’ D 118 37.6 D 150 53.1 NBT - C 96 24.6 E 691 56.5 NBR 280’ C 21 23.0 C 184 22.7 NB Approach C - 30.7 D - 54.8 SB SBL 240’ D 166 51.3 D 117 40.5 SBT - C 201 30.4 C 175 31.2 SBR 290’ C 151 25.3 C 131 27.4 SB Approach C - 31.7 C - 30.5 Overall C - 27.1 F - 109.2 1 Maximum queues reported from SimTraffic at signalized intersections due to 95th percentile queues from Synchro exceeding capacity at one or more signalized intersections within the coordinated system. As shown in the figures and Table 9, all signalized study intersections and critical movements at unsignalized intersections are forecast to continue to operate at LOS C or better with queues contained within existing/proposed lane storage with the following exceptions: 192 Fruit Hill Property January 2023 Transportation Impact Analysis Kittelson & Associates, Inc. 53 Rest Church Road/Zachary Ann Lane (#1) The critical northbound left-turn movement from the relocated Zachary Ann Lane is forecast to operate at LOS E during the weekday a.m. peak hour with control delays of 36.1 seconds per vehicle. The movement is anticipated to serve 11 vehicles and queues are anticipated to be less than one vehicle on average during the weekday a.m. peak hour. During the weekday p.m. peak hour, the critical northbound right-turn movement is forecast to operate at LOS C. Rest Church Road/I-81 Northbound Ramps (#3) Similar to year 2028 background traffic conditions, the maximum queues for the northbound approach (ramp from I-81) are forecast to spill back close to I-81 during the weekday p.m. peak hour. As aforementioned, this may be due in part to the limitations of the SimTraffic software. Queues may not be expected to reach this length in reality. The signal is anticipated to operate below capacity with the northbound approach anticipated to operate at LOS C during both the weekday a.m. and weekday p.m. peak hours. The site is anticipated to add 72 northbound left-turns to this approach. US 11/Rest Church Road (#4) Without signal timing changes relative to existing conditions, the signalized intersection is forecast to operate above capacity at LOS F during the weekday p.m. peak hour. Similar to both existing and year 2028 background traffic conditions, the eastbound left-turn queues are forecast to spill back to the upstream Rest Church Road/I-81 Northbound Ramps intersection. The site is anticipated to add eight (8) trips to this movement during the weekday p.m. peak hour. MITIGATION Similar to year 2028 background traffic conditions, the three improvement strategies in Table 6 were evaluated for their ability to offset the impacts to the surrounding roadway network related to the addition of site-generated trips. Table 10 illustrates the anticipated operations of the three signalized study intersections during the weekday p.m. peak hour under these scenarios. With these improvements, updates to signal timing and coordination were also assumed. Appendix J contains the Synchro and SimTraffic outputs for the mitigated scenarios. 193 Fruit Hill Property January 2023 Transportation Impact Analysis Kittelson & Associates, Inc. 54 Table 10. 2028 Total Traffic Conditions – Mitigated Intersection Information PM Peak Hour1 Mitigation Strategy #1 Mitigation Strategy #2 Mitigation Strategy #3 Intersection (#) Traffic Control Approach Lane Group Turn-lane lengths LOS Back of Queue (ft) Delay (sec) LOS Back of Queue (ft) Delay (sec) LOS Back of Queue (ft) Delay (sec) Rest Church Road/I-81 Southbound Ramps (#2) Signalized EB EBTR - C 275 26.4 C 270 26.4 C 244 26.4 EB Approach C - 26.4 C - 26.4 C - 26.4 WB WBL - C 370 26.4 C 337 29.2 C 374 31.4 WBT - A 158 0.8 A 171 1.0 A 165 1.1 WB Approach B - 14.1 B - 15.6 B - 16.8 SB SBLT - C 192 34.2 C 166 34.2 C 169 34.2 SBR 640’ C 141 29.8 C 176 29.8 C 159 29.8 SB Approach C - 31.5 C - 31.5 C - 31.5 Overall C - 22.4 C - 23.1 C - 23.5 Rest Church Road/I-81 Northbound Ramps (#3) Signalized EB EBL - C 275 24.6 B 257 15.3 A 264 8.3 EBT - A 92 2.5 A 90 1.9 A 92 1.4 EB Approach B - 14.3 A - 9.1 A - 5.1 WB WBT - C 206 29.7 C 206 26.3 C 188 21.7 WBR - D 125 39.1 D 137 38.4 C 127 34.4 WB Approach C - 32.4 C - 29.8 C - 25.4 NB NBL 300’ N/A N/A N/A D 295 43.0 C 220 33.8 NBLTR or LT or TR - D 583 51.8 C 395 22.7 C 270 34.0 NBR 480’ C 448 21.1 C 220 22.7 C 170 28.0 NB Approach D - 37.1 C - 30.6 C - 30.3 Overall C - 28.8 C - 24.1 C - 21.3 US 11 (Martinsburg Pike)/Rest Church Road (#4) Signalized EB EBLT - D 180 38.8 D 202 41.0 D 176 38.9 EBTR - C 194 28.5 C 185 31.0 C 208 27.6 EB Approach C - 31.9 D - 34.4 C - 31.4 WB WBL 250’ C 47 33.1 C 42 33.1 C 55 33.1 WBT - D 187 43.8 D 214 43.8 D 188 43.8 WBR - C 86 32.8 C 81 32.8 C 82 32.8 WB Approach D - 39.5 D - 39.5 D - 39.5 NB NBL 150’ D 149 44.9 D 150 44.9 D 150 44.9 NBT - C 500 34.4 C 507 34.4 C 440 34.4 NBR 280’ C 84 20.0 C 157 20.0 C 156 20.0 NB Approach D - 37.3 D - 37.3 D - 37.3 SB SBL 240’ D 112 42.8 D 120 42.8 D 101 42.8 SBT - C 152 28.2 C 178 28.2 C 180 28.2 SBR 290’ C 112 25.5 C 144 25.5 C 106 25.5 SB Approach C - 28.9 C - 28.9 C - 28.9 Overall C - 34.0 C - 34.8 C - 33.9 1 Maximum SimTraffic queues reported. 194 Fruit Hill Property January 2023 Transportation Impact Analysis Kittelson & Associates, Inc. 55 Similar to year 2028 background traffic conditions, each of the mitigation strategies is anticipated to improve queueing and delay issues noted under year 2028 total traffic conditions using the existing signal timing and lane configurations. A brief summary of each is provided below: The following summaries the ability of these mitigation strategies to address the anticipated delay or queueing issues identified: ▪ Queue Spillback on Rest Church Road from US 11 to I-81 Ramps o Under each of the mitigation scenarios, the queue spillback from the eastbound approach to US 11 is anticipated to be substantially reduced during the peak hour with the conversion of the eastbound through lane to a shared left-through lane. Queues are anticipated to be contained within the existing storage (zero to one percent upstream blockage time). The one percent of upstream blockage time during the peak hour can be addressed through minor modifications to the coordination plan tested in this report. ▪ Queue Spillback from I-81 Northbound Off-Ramp to I-81 Mainline o Each mitigation scenario is anticipated to eliminate spill back of queues on the I -81 Northbound Off-Ramp to the I-81 mainline. ▪ Under Mitigation Strategy #1, the queues on the northbound off-ramp are still anticipated to extend approximately halfway down the ramp, which may still affect safe deceleration from I-81 mainline. ▪ Under Mitigation Strategy #2, the maximum queues on the northbound off- ramp are reduced approximately 32 percent relative to Mitigation Strategy #1 with the addition of a left-turn lane. ▪ Under Mitigation Strategy #3, the maximum queues on the northbound off- ramp are reduced approximately 54 percent relative to Mitigation Strategy #1 and 31 percent relative to Mitigation Strategy #2. ▪ Overall intersection and approach delays o All movements anticipated to operate below capacity at LOS D or better under each mitigation strategy. Relative to the forecast operations of the three mitigation strategies under year 2028 background traffic, no substantial increase in delays are expected, nor are queues anticipated to spill beyond proposed storage lengths (e.g., the 300 feet of storage required under year 2028 background traffic conditions for the northbound left-turn lane on the I-81 off-ramp). The maximum northbound queue on the off-ramp from I-81 is anticipated to increase by several vehicles; however, this increase is accommodated by the existing off-ramp. 195 Fruit Hill Property January 2023 Transportation Impact Analysis Kittelson & Associates, Inc. 56 Overall, Mitigation Strategy #3 provides the greatest anticipated reduction to queues and delays on the northbound off-ramp; however, Mitigation Strategy #2 also represents a viable mitigation strategy for the overall roadway network. Either provides sufficient reduction in queuing and delays and either should considered a viable alternative under year 2028 total traffic conditions. While more drastic improvements (e.g., converting the signals to roundabouts or other alternative intersection forms) were initially considered at each of the study intersections warranting mitigation, the existing intersection spacing and proximity to the bridge over I-81 would require substantial impacts to accommodate alternative intersection forms. The operations reported above illustrate modifications to the existing control forms can adequately accommodate forecast increases in delay and queueing resulting from the site-generated trips. TURN-LANE EVALUATION Left- and right-turn lane warrants established in Appendix F of VDOT’s Road Design Manual (RDM - Reference 5) were evaluated along Rest Church Road at the relocated Zachary Ann Lane. Appendix K contains the right-turn lane evaluations using Figure 3-26 under year 2034 total traffic conditions. It also contains the nomographs used to evaluate the left-turn lane warrants. The percentage of left turns in each approach volume was rounded to the nearest five percent to apply the nomographs. The posted speed limit of Rest Church Road changes from 35 miles-per-hour to 45 miles-per-hour near the proposed relocated Zachary Ann Lane. To be conservative, the nomographs for a 50 mile -per-hour design speed were used. Table 11 and Table 12 contain a summary of the turn-lane warrant analysis for right- and left-turn lanes, respectively. Table 11. Right Turn-Lane Warrants – Rest Church Road/Zachary Ann Lane – Year 2028 Total Traffic Conditions Weekday AM Peak Weekday PM Peak Right-Turning Volume (veh/hr) Approach Volume (veh/hr) Turn-Lane Warranted? Right-Turning Volume (veh/hr) Approach Volume (veh/hr) Turn-Lane Warranted? 21 157 No 11 159 No Table 12. Left Turn-Lane Warrants – Rest Church Road/Zachary Ann Lane – Year 2028 Total Traffic Conditions Peak Hour Metric Weekday AM Peak Advancing Volume (veh/hr) 408 L (% Left Turns in Advancing Volume) 86.0 Opposing Volume (veh/hr) 157 Turn-Lane Warranted? Yes Weekday PM Peak Advancing Volume (veh/hr) 319 L (% Left Turns in Advancing Volume) 49.2 Opposing Volume (veh/hr) 159 Turn-Lane Warranted? Yes 196 Fruit Hill Property January 2023 Transportation Impact Analysis Kittelson & Associates, Inc. 57 As shown, a right-turn lane on Rest Church Road at the Rest Church Road/Zachary Ann Lane intersection is not forecast to be warranted under year 2028 total traffic conditions. A left-turn lane is forecast to be warranted during the weekday a.m. and weekday p.m. peak hours. Given the 45 mile-per-hour posted speed limit on Rest Church Road, the left-turn lane should have a minimum of 200 feet of storage and a 200-foot taper. ACCESS MANAGEMENT EVALUATION An evaluation of the proposed relocated Zachary Ann Lane on Rest Church Road was performed with respect to VDOT’s Access Management policies. Figure 21 illustrates the proposed spacing of the relocated Zachary Ann Lane with respect to the adjacent private entrances, as well as the interchange with I-81. Based on Table 2-3 of the RDM, the proposed relocated Zachary Ann Lane should be located a minimum of 1,320 feet from the end of the I-81 ramp terminal. As shown in Figure 21, the current planned location of Zachary Ann Lane is located approximately 1,325 feet from the edge of the ramp terminal (no turn lanes present as shown in Figure 2-9 of the RDM). Based on Table 2-2 of the RDM, the proposed relocated Zachary Ann Lane should be a minimum of 50 feet from adjacent entrances on Rest Church Road (local street). As shown in Figure 21, the proposed location of Zachary Ann Lane is located greater than 50 feet from any adjacent entrance. Benefits of Relocating Zachary Ann Lane As shown in Figure 21, relocating Zachary Ann Lane as a part of the Fruit Hill Property development is anticipated to increase the spacing to meet/exceed minimum VDOT access spacing standards relative to spacing from the I-81 interchange. This is of particular importance on the west side of the I-81 interchange, where the existing Flying J Travel Center currently has four commercial access points within close proximity to each other and the interchange. Relocating the existing truck egress (via Zachary Ann Lane) further west from the other existing driveways will help clearly delineate decision points for drivers along Rest Church Road and is anticipated to improve both the operations and safety performance of the corridor. Relocating Zachary Ann Lane is also anticipated to better serve future development in the area. The Flying J Travel Center has previously expressed interest in expanding to the north side of Rest Church Road. A fourth, southbound leg at the relocated Zachary Ann Lane could serve as a singular access point for both the potential Flying J and any future development on the north side of Rest Church Road. Given the projected volumes on Rest Church Road, it is not anticipated any cross-section improvements would be required on Rest Church Road with build-out of the Fruit Hill Property on the south side of Rest Church Road. The existing cross-section should be reevaluated with future development in the area, including creating medians as necessary to improve access management near the interchange. 197 NC:\Users\local_abutsick\Temp\AcPublish_20096\26732 - ReportFigs - final.dwg Jan 09, 2023 - 3:08pm - abutsick Layout Tab: 21 Access Management EvaluationFrederick County, VA21Fruit Hill PropertyJanuary 2023FigureRELOCATED ZACHARY ANN LANETO BE CLOSED1,325'1,320'50'50'840'X'X'- MINIMUM SPACING FROM INTERCHANGE RAMP- PROPOSED SPACING- MINIMUM SPACING FROM COMMERCIAL ENTRANCESX'RELOCATED ACCESS TO FLYING J(ALIGNMENT TBD)198 Fruit Hill Property January 2023 Transportation Impact Analysis Kittelson & Associates, Inc. 59 DESIGN YEAR 2034 OPERATIONS The year 2034 traffic conditions analysis is intended to provide a planning-level assessment of how the study area transportation system will operate six years after planned build-out of the proposed development. Year 2034 Background Traffic Conditions To develop year 2034 background traffic volumes, six years of growth (one percent) were added to the year 2028 background traffic conditions shown in Figure 9. No additional in-process developments were identified for build-out between year 2028 and 2034 at the time of scoping. Figure 22 shows the overall intersection operational results of the year 20234 background traffic operations analysis for the weekday a.m. and weekday p.m. peak hours. Figure 23 shows the lane group LOS. Table 13 summarizes the peak hour levels of service, 95th percentile back of queue, and delay for each lane group by intersection. No changes to existing signal timing provided by VDOT were assumed. If appropriate, signal timing updates will be recommended as potential mitigation measures to account for projected traffic volumes. Queues reported at signalized intersections were estimated using the maximum queues SimTraffic, as the Synchro model was unable to fully estimate the extent of forecast queues. Appendix L contains the 2034 background traffic operational analysis worksheets. 199 SITE N C:\Users\local_abutsick\Temp\AcPublish_20096\26732 - ReportFigs - final.dwg Jan 09, 2023 - 3:08pm - abutsick Layout Tab: 22Year 2034 Background Traffic Operations Weekday AM & PM Peak Hours Frederick County, VA 22 Fruit Hill Property January 2023 Figure 669 REST C H U R C H R D MACBE T H L N 670 81 11 MARTINSBURG PKWOOD B I N E R D 321 ZACHARY ANN LNSTAYMAN DRRUEBUCK RD 4 VI R G I N I AWE S T V I R G I N I A WEEKDAY PMWEEKDAY AM1 WEEKDAY PMWEEKDAY AM2 WEEKDAY PMWEEKDAY AM3 WEEKDAY PMWEEKDAY AM4 CM = INTERSECTION MOVEMENT (UNSIGNALIZED) LOS = INTERSECTION MOVEMENT LEVEL OF SERVICE (SIGNALIZED)/INTERSECTION MOVEMENT LEVEL OF SERVICE (UNSIGNALIZED) Del = INTERSECTION AVERAGE CONTROL DELAY (SIGNALIZED)/INTERSECTION MOVEMENT CONTROL DELAY (UNSIGNALIZED) V/C = INTERSECTION VOLUME-TO-CAPACITY RATIO277159 0 5 174 CM=NB LOS=B Del=11.0 V/C=0.13 767120148260395112 293 188 16 127 45 LOS=C Del=27.4 V/C=0.62 64325100 268 469 129 LOS=B Del=16.9 V/C=0.282112130157 189 398 135 LOS=C Del=32.6 V/C=0.61 1734061177179287403 144 111 23 246 138 LOS=E Del=76.3 V/C=1.05 190413149 245 501 205 LOS=C Del=22.8 V/C=0.671493173245 148 399 292 LOS=C Del=26.9 V/C=0.581112146 1 27 62 CM=NB LOS=B Del=11.4 V/C=0.18 200 SITE N C:\Users\local_abutsick\Temp\AcPublish_25428\26732 - ReportFigs - final.dwg Jan 12, 2023 - 6:31am - abutsick Layout Tab: 23Year 2034 Background Lane Group Levels of Service Weekday AM & PM Peak Hours Frederick County, VA 23 Fruit Hill Property January 2023 Figure 669 REST C H U R C H R D MACBE T H L N 670 81 11 MARTINSBURG PKWOOD B I N E R D 321 ZACHARY ANN LNSTAYMAN DRRUEBUCK RD 4 VI R G I N I AWE S T V I R G I N I A WEEKDAY PMWEEKDAY AM1 WEEKDAY PMWEEKDAY AM2 WEEKDAY PMWEEKDAY AM3 WEEKDAY PMWEEKDAY AM4 X - LANE GROUP LEVEL OF SERVICE FCC C CB CCC B BA CC C CB F CDC CDCCCB C CB BCC B BA DD B CA C CDE CEC 201 Fruit Hill Property January 2023 Transportation Impact Analysis Kittelson & Associates, Inc. 62 Table 13. Year 2034 Background Traffic Conditions – Summary of Peak Hour Levels of Service, 95th Percentile Back of Queue, and Delay for Each Lane Group by Intersection Intersection Information AM Peak Hour PM Peak Hour Intersection (#) Traffic Control Approach Lane Group Existing turn-lane lengths LOS Back of Queue (feet) 1 Delay (sec) LOS Back of Queue (feet) 1 Delay (sec) Route 669 (Rest Church Road)/ Zachary Ann Lane (#1) Two-way Stop-Controlled EB EBT - - 0 0.0 - 0 0.0 EBR - - 0 0.0 - 0 0.0 EB Approach - - 0.0 - - 0.0 WB WBL - A 3 7.7 A 0 8.7 WBT - A 0 0.0 - 0 0.0 WB Approach - - 2.3 - - 0.2 NB NBLR - B 18 11.4 B 10 11.0 NB Approach B - 11.4 B - 11.0 Rest Church Road/I-81 Southbound Ramps (#2) Signalized EB EBTR - C 210 24.7 C 157 26.9 EB Approach C - 24.7 C - 26.9 WB WBL - D 327 43.0 C 387 34.7 WBT - B 110 10.5 B 326 13.3 WB Approach D - 34.8 C - 25.6 SB SBLT - D 250 43.1 C 174 31.2 SBR 640’ C 84 27.8 C 121 27.7 SB Approach D - 37.3 C - 29.3 Overall C - 32.6 C - 26.9 Rest Church Road/I-81 Northbound Ramps (#3) Signalized EB EBL - B 160 14.5 C 191 23.5 EBT - B 104 12.9 B 170 12.4 EB Approach B - 13.3 B - 16.6 WB WBT - B 194 10.2 C 215 23.2 WBR - A 68 9.6 B 107 19.2 WB Approach A - 10.0 B - 22.0 NB NBLTR - C 252 31.3 C 934 34.3 NBR 480’ C 229 30.2 C 480 20.6 NB Approach C - 30.7 C - 27.7 Overall B - 16.9 C - 22.8 US 11 (Martinsburg Pike)/Rest Church Road (#4) Signalized EB EBL - C 189 28.9 F 251 185.4 EBTR - B 204 15.0 C 253 21.4 EB Approach B - 17.6 F - 121.8 WB WBL 250’ E 57 75.4 C 59 34.6 WBT - C 112 28.6 C 170 33.7 WBR - C 54 27.3 C 105 29.9 WB Approach C - 32.3 C - 32.5 NB NBL 150’ D 134 36.9 D 150 52.7 NBT - C 94 24.8 F 1,087 118.3 NBR 280’ C 27 23.1 C 280 24.6 NB Approach C - 30.1 F - 97.3 SB SBL 240’ E 173 55.6 D 109 36.3 SBT - C 288 31.2 C 172 33.6 SBR 290’ C 162 25.3 C 130 28.3 SB Approach C - 32.8 C - 31.2 Overall C - 27.4 E - 76.3 1 Maximum queues reported from SimTraffic at signalized intersections due to 95th percentile queues from Synchro exceeding capacity at one or more signalized intersections within the coordinated system. As shown, signalized study intersections and critical movements at unsignalized intersections are anticipated to continue to operate at LOS C or better with queues contained within existing storage with the following exceptions: 202 Fruit Hill Property January 2023 Transportation Impact Analysis Kittelson & Associates, Inc. 63 Rest Church Road/I-81 Northbound Ramps (#3) During the weekday p.m. peak hour, queues on the northbound off-ramp are anticipated to spill back to mainline I-81 northbound under year 2034 background conditions. The queue is forecast to spill back for 77 percent of the peak hour. This is consistent with the levels of queuing anticipated under year 2028 background traffic conditions. However, as aforementioned, the extent of this queuing is likely exaggerated in the SimTraffic models due to a considerable amount of northbound off-ramp traffic destined for US 11 northbound continuing to stack in the shared left-through-right lane (rather than distributing among both ramp lanes as seen in the field). US 11/Rest Church Road (#4) The eastbound left-turn queues at the US 11/Rest Church Road intersection are anticipated to spill back to the adjacent Rest Church Road/I-81 Northbound Ramps intersection during the weekday p.m. peak hour. The movement is forecast to operate above capacity at LOS F with queues forecast to block the upstream end of the lane (i.e., Upstream Block Time) approximately 64 percent of the time during the weekday p.m. peak hour. The eastbound queues are anticipated to block the upstream intersection approximately one percent of the time during the weekday a.m. peak hour; however, this minor blockage can likely be addressed with minor changes to signal coordination. The northbound through movement is anticipated to operate at LOS F with queues spilling back over 1,000 feet during the weekday p.m. peak hour. The overall intersection is anticipated to operate above capacity at LOS E. POTENTIAL MITIGATION To alleviate the forecast delay and queueing issues projected at the study intersections under year 2034 background traffic conditions, the three mitigation strategies recommended under year 2028 traffic conditions (shown in Table 6) were explored. Table 14 the anticipated operations at the signalized study intersections with these improvements. With these improvements, updates to signal timing and coordination were also assumed. Appendix M contains the Synchro and SimTraffic output worksheets. 203 Fruit Hill Property January 2023 Transportation Impact Analysis Kittelson & Associates, Inc. 64 Table 14. Year 2034 Background Traffic Conditions – Mitigated Intersection Information PM Peak Hour1 Mitigation Strategy #1 Mitigation Strategy #2 Mitigation Strategy #3 Intersection (#) Traffic Control Approach Lane Group Turn-lane lengths LOS Back of Queue (ft) Delay (sec) LOS Back of Queue (ft) Delay (sec) LOS Back of Queue (ft) Delay (sec) Rest Church Road/I-81 Southbound Ramps (#2) Signalized EB EBTR - C 179 24.0 C 162 24.0 C 167 24.0 EB Approach C - 24.0 C - 24.0 C - 24.0 WB WBL - D 371 36.1 C 362 31.0 D 356 40.4 WBT - A 185 3.9 A 201 3.5 A 158 7.6 WB Approach C - 22.5 B - 19.4 C - 26.5 SB SBLT - D 179 36.5 D 169 36.5 D 189 36.5 SBR 640’ C 119 29.8 C 121 29.8 C 123 29.8 SB Approach C - 32.9 C - 32.9 C - 32.9 Overall C - 25.3 C - 23.8 C - 27.3 Rest Church Road/I-81 Northbound Ramps (#3) Signalized EB EBL - B 224 16.3 B 198 11.1 B 195 15.6 EBT - B 132 11.7 A 134 8.4 A 93 8.5 EB Approach B - 13.4 A - 9.4 B - 11.2 WB WBT - C 201 22.9 B 206 19.2 B 199 19.5 WBR - C 129 35.0 C 114 30.8 C 111 31.3 WB Approach C - 26.4 C - 22.6 C - 22.9 NB NBL 300’ N/A N/A N/A C 260 32.3 C 135 29.5 NBLTR or LT or TR - D 391 36.7 C 167 23.5 C 202 29.6 NBR 480’ C 333 21.1 C 137 23.4 C 193 27.5 NB Approach C - 29.2 C - 26.2 C - 28.2 Overall C - 24.4 C - 20.8 C - 22.1 US 11 (Martinsburg Pike)/Rest Church Road (#4) Signalized EB EBLT - D 188 42.6 D 202 44.0 D 183 45.2 EBTR - B 180 15.1 B 168 17.4 C 212 31.4 EB Approach C - 24.4 C - 26.3 D - 36.0 WB WBL 250’ C 47 33.6 C 57 33.6 C 49 33.6 WBT - D 202 49.7 D 212 49.7 D 197 49.7 WBR - C 95 33.3 C 107 33.3 C 89 33.3 WB Approach D - 43.3 D - 43.3 D - 43.3 NB NBL 150’ D 150 44.7 D 150 44.7 D 150 44.7 NBT - D 530 38.4 D 522 38.4 D 569 38.4 NBR 280’ B 113 19.7 B 113 19.7 B 182 19.7 NB Approach D - 39.9 D - 39.9 D - 39.9 SB SBL 240’ D 96 37.1 D 110 37.1 D 99 37.1 SBT - C 161 27.9 C 152 27.9 C 158 27.9 SBR 290’ C 111 24.7 C 135 24.7 C 108 24.7 SB Approach C - 27.5 C - 27.5 C - 27.5 Overall C - 32.8 C - 33.4 D - 36.3 1 Maximum SimTraffic queues reported. 204 Fruit Hill Property January 2023 Transportation Impact Analysis Kittelson & Associates, Inc. 65 As shown, the mitigation strategies employed are anticipated to alleviate queueing and delay issues projected under year 2034 background traffic conditions: ▪ Queue Spillback on Rest Church Road from US 11 to I-81 Ramps o Under each of the mitigation scenarios, the queue spillback from the eastbound approach to US 11 is anticipated to be substantially reduced during the peak hour with the conversion of the eastbound through lane to a shared left-through lane. ▪ Queue Spillback from I-81 Northbound Off-Ramp to I-81 Mainline o Similarly, each mitigation scenario is anticipated to eliminate spill back of queues on the I-81 Northbound Off-Ramp to the I-81 mainline. Maximum queues under Mitigation Strategy #2 and Mitigation Strategy #3 are anticipated to reduce queuing on the off- ramp by approximately half relative to Mitigation Strategy #1. ▪ Overall intersection and approach delays o Under each mitigation scenario, all intersection approaches are anticipated to operate at LOS D or better. Nominal differences are anticipated between Mitigation Strategy #2 and Mitigation Strategy #3, and either would likely represent suitable mitigation strategies under year 2034 background traffic conditions. YEAR 2034 TOTAL TRAFFIC CONDITIONS To estimate traffic volumes at study intersections under year 2034 total traffic conditions (i.e., six years post-build out of the Fruit Hill Property development), the site trips shown in Figure 14 through Figure 18 were added to the year 2034 background traffic volumes shown in Figure 22. Figure 24 illustrates the estimated year 2034 total traffic volumes and intersection operations. Figure 25 shows the lane group LOS for the weekday a.m. and weekday p.m. peak hours. Table 15 summarizes the Synchro 11 peak hour levels of service, 95th percentile back of queue, and delay for each lane group by intersection. No changes to existing signal timing provided were assumed. If appropriate, signal timing updates will be recommended as potential mitigation measures to account for projected traffic volumes. The queues reported for the signalized intersections were estimated using maximum queues from SimTraffic, as the Synchro model was unable to fully estimate the extent of forecast queues. Appendix N contains the year 2034 total traffic conditions operational worksheets. 205 SITE N C:\Users\local_abutsick\Temp\AcPublish_20096\26732 - ReportFigs - final.dwg Jan 09, 2023 - 3:08pm - abutsick Layout Tab: 24Year 2034 Total Traffic Operations Weekday AM & PM Peak Hours Frederick County, VA 24 Fruit Hill Property January 2023 Figure 669 REST C H U R C H R D MACBE T H L N 670 81 11 MARTINSBURG PKWOOD B I N E R D 32 1 ZACHARY ANN LNSTAYMAN DRRUEBUCK RD 4 VI R G I N I AWE S T V I R G I N I A WEEKDAY PMWEEKDAY AM1 WEEKDAY PMWEEKDAY AM2 WEEKDAY PMWEEKDAY AM3 WEEKDAY PMWEEKDAY AM4 CM = INTERSECTION MOVEMENT (UNSIGNALIZED) LOS = INTERSECTION MOVEMENT LEVEL OF SERVICE (SIGNALIZED)/INTERSECTION MOVEMENT LEVEL OF SERVICE (UNSIGNALIZED) Del = INTERSECTION AVERAGE CONTROL DELAY (SIGNALIZED)/INTERSECTION MOVEMENT CONTROL DELAY (UNSIGNALIZED) V/C = INTERSECTION VOLUME-TO-CAPACITY RATIO PROPOSED RELOCATION OF ZACHARY ANN LN 857120148260405116 293 191 16 127 45 LOS=C Del=28.1 V/C=0.62 216325159 275 488 129 LOS=C Del=20.8 V/C=0.522112282223 249 398 306 LOS=C Del=28.6 V/C=0.64 1784061177179290411 144 119 23 246 138 LOS=F Del=130.6 V/C=1.06 262413298 261 509 205 LOS=D Del=37.1 V/C=1.021493244410 297 399 372 LOS=C Del=28.1 V/C=0.69 21393157 11 158 172 CM=NB LOS=C Del=19.4 V/C=0.6511240144 21 352 60 CM=NB LOS=E Del=36.9 V/C=0.10 206 SITE N C:\Users\local_abutsick\Temp\AcPublish_20096\26732 - ReportFigs - final.dwg Jan 09, 2023 - 3:08pm - abutsick Layout Tab: 25Year 2034 Total Lane Group Levels of Service Weekday AM & PM Peak Hours Frederick County, VA 25 Fruit Hill Property January 2023 Figure 669 REST C H U R C H R D MACBE T H L N 670 81 11 MARTINSBURG PKWOOD B I N E R D 32 1 ZACHARY ANN LNSTAYMAN DRRUEBUCK RD 4 VI R G I N I AWE S T V I R G I N I A WEEKDAY PMWEEKDAY AM1 WEEKDAY PMWEEKDAY AM2 WEEKDAY PMWEEKDAY AM3 WEEKDAY PMWEEKDAY AM4 X - LANE GROUP LEVEL OF SERVICE ECC C BB CCC B CA CC F DC F CDD CDCCCB C CB BCC B BA DD B DB C CDE CECPROPOSED RELOCATION OF ZACHARY ANN LN EC207 Fruit Hill Property January 2023 Transportation Impact Analysis Kittelson & Associates, Inc. 68 Table 15. 2034 Total Traffic Conditions – Summary of Peak Hour Levels of Service, 95th Percentile Back of Queue, and Delay for Each Lane Group by Intersection Intersection Information AM Peak Hour PM Peak Hour Intersection (#) Traffic Control Approach Lane Group Turn-lane lengths LOS Back of Queue (feet) 1 Delay (sec) LOS Back of Queue (feet) 1 Delay (sec) Route 669 (Rest Church Road)/ Zachary Ann Lane [RELOCATED] (#1) Two-way Stop-Controlled EB EBT - - 0 0.0 - 0 0.0 EBR - - 0 0.0 - 0 0.0 EB Approach - - 0.0 - - 0.0 WB WBL 200’ A 30 8.8 A 18 9.6 WBT - - 0 0.0 - 0 0.0 WB Approach - - 7.5 - - 4.6 NB NBL - E 8 36.9 C 5 17.4 NBR 200’ B 40 13.7 C 120 19.4 NB Approach B - 14.7 C - 19.3 Rest Church Road/I-81 Southbound Ramps (#2) Signalized EB EBTR - C 240 25.8 C 257 33.1 EB Approach C - 25.8 C - 33.1 WB WBL - D 324 36.8 C 347 30.4 WBT - B 184 11.6 B 470 14.8 WB Approach C - 25.8 C - 22.9 SB SBLT - D 232 43.1 C 166 30.7 SBR 640’ C 191 29.1 C 175 28.1 SB Approach C - 35.1 C - 29.1 Overall C - 28.6 C - 28.1 Rest Church Road/I-81 Northbound Ramps (#3) Signalized EB EBL - B 228 15.5 F 376 93.5 EBT - B 129 12.4 B 240 15.6 EB Approach B - 13.5 E - 57.1 WB WBT - B 184 12.9 C 229 29.9 WBR - B 73 13.0 C 132 23.6 WB Approach B - 12.9 C - 28.1 NB NBLTR - D 607 41.8 D 928 40.3 NBR 480’ C 468 28.9 B 480 19.1 NB Approach C - 35.6 C - 30.2 Overall C - 20.8 D - 37.1 US 11 (Martinsburg Pike)/Rest Church Road (#4) Signalized EB EBL - C 171 29.6 F 242 541.8 EBTR - B 213 16.9 C 251 20.5 EB Approach B - 19.4 F - 338.3 WB WBL 250’ E 54 75.4 D 58 45.9 WBT - C 110 28.6 C 201 28.8 WBR - C 50 27.3 C 115 26.5 WB Approach C - 32.3 C - 28.9 NB NBL 150’ D 131 38.3 D 150 54.2 NBT - C 111 24.9 E 1,017 58.9 NBR 280’ C 26 23.2 C 254 22.1 NB Approach C - 31.1 D - 56.8 SB SBL 240’ E 167 55.6 D 115 42.0 SBT - C 232 31.6 C 170 30.8 SBR 290’ C 157 25.6 C 146 27.0 SB Approach C - 33.0 C - 30.4 Overall C - 28.1 F - 130.6 1 Maximum queues reported from SimTraffic at signalized intersections due to 95th percentile queues from Synchro exceeding capacity at one or more signalized intersections within the coordinated system. As shown, all signalized study intersections and critical movements at unsignalized intersections are forecast to continue to operate at LOS D or better with queues contained within existing/proposed lane storage with the following exceptions: 208 Fruit Hill Property January 2023 Transportation Impact Analysis Kittelson & Associates, Inc. 69 Rest Church Road/Zachary Ann Lane [RELOCATED] (#1) The critical northbound left-turn movement from the relocated Zachary Ann Lane is forecast to operate at LOS E during the weekday a.m. peak hour with control delays of 36.9 seconds per vehicle. The movement is anticipated to serve 11 vehicles and queues are anticipated to be less than one vehicle on average during the weekday a.m. peak hour. During the weekday p.m. peak hour, the critical northbound right-turn movement is forecast to operate at LOS C. Rest Church Road/I-81 Northbound Ramps (#3) Similar to year 2034 background traffic conditions, the maximum queues for the northbound approach (ramp from I-81) are forecast to spill back close to I-81 Northbound during the weekday p.m. peak hour. The northbound queue is anticipated to spill back to the mainline approximately 77 percent of the weekday p.m. peak hour. The northbound queue is anticipated to spill back approximately two percent of the weekday a.m. peak hour. However, as aforementioned, the SimTraffic model likely overestimates the projected queuing on the northbound approach due to the artificial stacking of vehicles destined for US 11 northbound in the shared left-through-right lane on the ramp. The signal is still forecast to operate below capacity. The maximum queues on the westbound approach are also anticipated to spill back towards US 11 approximately six percent of the weekday p.m. peak hour. US 11/Rest Church Road (#4) Without signal timing changes relative to existing conditions, the signalized intersection is forecast t o operate above capacity at LOS F during the weekday p.m. peak hour. Similar to both existing and year 2034 background traffic conditions, the eastbound left-turn queues are forecast to spill back to the upstream Rest Church Road/I-81 Northbound Ramps intersection, blocking the upstream signal approximately 61 percent of the weekday p.m. peak hour and two percent of the weekday a.m. peak hour. Queues on the northbound approach are anticipated to extend beyond 1,000 upstream of the signal on US 11. MITIGATION Similar to year 2034 background traffic conditions, the three improvement strategies in Table 6 were evaluated for their ability to offset the impacts to the surrounding roadway network related to the addition of site-generated trips. Table 16 and Table 17 illustrate the anticipated operations of the three signalized study intersections during the weekday a.m. and weekday p.m. peak hours, respectively, under these scenarios. The analysis of weekday a.m. peak hour conditions were added to this mitigation evaluation (relative to previous mitigation scenarios only evaluating the weekday p.m. peak hour) due to the forecast increase in queuing on the northbound approach of the I-81 northbound off-ramp between 2034 background and 2034 total traffic conditions (i.e., the queues are projected to spill back during the weekday a.m. peak hour when previous scenarios projected northbound queues would be contained during the a.m. peak). With these improvements, updates to signal timing and coordination were also assumed. Appendix O contains the Synchro and SimTraffic output worksheets. 209 Fruit Hill Property January 2023 Transportation Impact Analysis Kittelson & Associates, Inc. 70 Table 16. Year 2034 Total Traffic Conditions – Mitigated – Weekday AM Peak Hour Intersection Information AM Peak Hour1 Mitigation Strategy #1 Mitigation Strategy #2 Mitigation Strategy #3 Intersection (#) Traffic Control Approach Lane Group Turn-lane lengths LOS Back of Queue (ft) Delay (sec) LOS Back of Queue (ft) Delay (sec) LOS Back of Queue (ft) Delay (sec) Rest Church Road/I-81 Southbound Ramps (#2) Signalized EB EBTR - C 232 26.2 C 241 26.2 C 247 26.2 EB Approach C - 26.2 C - 26.2 C - 26.2 WB WBL - D 341 50.7 D 332 43.7 D 342 45.2 WBT - A 245 5.4 A 228 8.5 A 220 7.5 WB Approach C - 31.0 C - 28.7 C - 28.8 SB SBLT - D 226 37.1 D 222 37.1 D 211 37.1 SBR 640’ C 164 28.0 C 160 28.0 C 155 28.0 SB Approach C - 31.9 C - 31.9 C - 31.9 Overall C - 29.9 C - 28.8 C - 29.0 Rest Church Road/I-81 Northbound Ramps (#3) Signalized EB EBL - B 263 15.5 B 269 18.8 B 261 13.6 EBT - B 139 11.3 B 139 13.0 A 127 9.2 EB Approach C - 12.8 B - 15.1 B - 10.9 WB WBT - C 203 21.3 C 210 24.2 B 196 19.5 WBR - D 91 35.9 C 84 34.9 C 84 25.5 WB Approach C - 24.3 C - 26.4 C - 20.8 NB NBL 300’ N/A N/A N/A D 296 36.0 C 250 32.8 NBLTR or LT or TR - C 463 33.2 C 384 22.3 C 313 32.8 NBR 480’ C 382 26.3 C 201 22.3 C 181 27.6 NB Approach C - 29.9 C - 27.8 C - 29.7 Overall C - 23.1 C - 23.8 C - 21.1 US 11 (Martinsburg Pike)/Rest Church Road (#4) Signalized EB EBLT - C 171 27.1 C 209 28.9 C 190 26.2 EBTR - C 208 20.1 D 168 36.9 C 209 29.3 EB Approach C - 21.3 D - 35.5 C - 28.7 WB WBL 250’ C 34 33.2 C 57 33.2 C 50 33.2 WBT - D 104 35.3 D 212 35.3 D 102 35.3 WBR - C 48 32.7 C 107 32.7 C 48 32.7 WB Approach C - 34.5 C - 34.5 C - 34.5 NB NBL 150’ D 136 36.4 D 150 36.4 D 136 36.4 NBT - C 142 25.2 C 522 25.2 C 99 25.2 NBR 280’ C 24 23.5 C 113 23.5 C 24 23.5 NB Approach C - 30.4 C - 30.4 C - 30.4 SB SBL 240’ C 171 34.8 C 110 34.8 C 177 34.8 SBT - C 203 27.8 C 152 27.8 C 204 27.8 SBR 290’ C 140 23.7 C 135 23.7 C 138 23.7 SB Approach C - 27.0 C - 27.0 C - 27.0 Overall C - 26.2 C - 31.0 C - 28.7 1 Maximum SimTraffic queues reported. 210 Fruit Hill Property January 2023 Transportation Impact Analysis Kittelson & Associates, Inc. 71 Table 17. Year 2034 Total Traffic Conditions – Mitigated – Weekday PM Peak Hour Intersection Information PM Peak Hour1 Mitigation Strategy #1 Mitigation Strategy #2 Mitigation Strategy #3 Intersection (#) Traffic Control Approach Lane Group Turn-lane lengths LOS Back of Queue (ft) Delay (sec) LOS Back of Queue (ft) Delay (sec) LOS Back of Queue (ft) Delay (sec) Rest Church Road/I-81 Southbound Ramps (#2) Signalized EB EBTR - C 237 27.5 C 263 27.5 C 286 27.5 EB Approach C - 27.5 C - 27.5 C - 27.5 WB WBL - D 339 40.9 D 342 39.4 C 368 34.0 WBT - A 224 4.2 A 221 4.6 A 247 2.7 WB Approach C - 23.1 C - 22.6 C - 18.9 SB SBLT - C 176 34.9 C 175 34.9 D 177 34.9 SBR 640’ C 144 29.9 C 154 29.9 C 142 29.9 SB Approach C - 31.8 C - 31.8 C - 31.8 Overall C - 26.6 C - 26.4 C - 24.9 Rest Church Road/I-81 Northbound Ramps (#3) Signalized EB EBL - D 343 38.5 C 294 25.8 B 285 14.8 EBT - B 150 11.3 A 148 9.9 A 122 6.0 EB Approach C - 25.8 B - 18.4 B - 10.7 WB WBT - C 213 34.3 C 206 26.1 C 204 20.3 WBR - D 162 41.8 D 134 37.2 C 147 32.2 WB Approach D - 36.5 C - 29.3 C - 23.7 NB NBL 300’ N/A N/A N/A D 345 47.3 D 202 35.7 NBLTR or LT or TR - E 614 56.4 C 139 22.8 D 277 36.0 NBR 480’ C 450 20.8 C 106 22.7 C 156 28.5 NB Approach D - 39.4 C - 32.3 C - 31.4 Overall C - 34.5 C - 27.2 C - 22.6 US 11 (Martinsburg Pike)/Rest Church Road (#4) Signalized EB EBLT - D 184 38.2 D 192 40.3 D 206 40.0 EBTR - B 193 14.6 B 161 15.4 B 206 20.0 EB Approach C - 22.5 C - 23.7 C - 26.7 WB WBL 250’ C 51 33.0 C 52 33.0 C 44 33.0 WBT - D 211 44.4 D 210 44.4 D 180 44.4 WBR - C 89 32.7 C 88 32.7 C 98 32.7 WB Approach D - 39.8 D - 39.8 D - 39.8 NB NBL 150’ D 150 44.8 D 150 44.8 D 150 44.8 NBT - D 611 37.8 D 641 37.8 D 474 37.8 NBR 280’ B 230 20.0 B 160 20.0 B 183 20.0 NB Approach D - 39.5 D - 39.5 D - 39.5 SB SBL 240’ D 117 45.0 D 115 45.0 D 110 45.0 SBT - C 172 28.7 C 174 28.7 C 165 28.7 SBR 290’ C 116 25.7 C 110 25.7 C 121 25.7 SB Approach C - 29.4 C - 29.4 C - 29.4 Overall C - 31.9 C - 32.3 C - 33.2 211 Fruit Hill Property January 2023 Transportation Impact Analysis Kittelson & Associates, Inc. 72 As shown, the mitigation strategies employed are anticipated to alleviate queueing and delay issues projected under year 2034 total traffic conditions: ▪ Queue Spillback on Rest Church Road from US 11 to I-81 Ramps o Under each of the mitigation scenarios, the queue spillback from the eastbound approach to US 11 is anticipated to be substantially reduced during the peak hour with the conversion of the eastbound through lane to a shared left-through lane. ▪ Queue Spillback from I-81 Northbound Off-Ramp to I-81 Mainline o Similarly, each mitigation scenario is anticipated to eliminate spill back of queues on the I-81 Northbound Off-Ramp to the I-81 mainline. Maximum queues under Mitigation Strategy #2 and Mitigation Strategy #3 are anticipated to reduce queuing on the off- ramp by approximately half relative to Mitigation Strategy #1 during the weekday p.m. peak hour. During the weekday a.m. peak hour, Mitigation Strategy #2 and Mitigation Strategy #3 are anticipated to reduce queuing on the off-ramp on the order of 20 to 30 percent relative to Mitigation Strategy #1. ▪ Overall intersection and approach delays o Under each mitigation scenario, all intersection approaches are anticipated to operate at LOS D or better. Nominal differences are anticipated between Mitigation Strategy #2 and Mitigation Strategy #3, and either would likely represent suitable mitigation strategies under year 2034 total traffic conditions. 212 Conclusions and Recommendations 213 Broad Run Estates January 2023 Conclusions and Recommendations Kittelson & Associates, Inc. 74 CONCLUSIONS AND RECOMMENDATIONS Based on the results of the transportation impact analysis, the transportation system can accommodate full build-out of the proposed development. The findings of this analysis and our recommendations are discussed below. Existing Conditions ▪ All study intersections and critical movements currently operate at LOS C or better with queues stored within existing lanes with the following exception: o US 11/Rest Church Road (Study Intersection #4): The eastbound left-turn operates at LOS E with queues spilling back to the adjacent Rest Church Road/I-81 Northbound Ramps intersection during the weekday p.m. peak hour. The queues block the upstream end of the lane approximately 21 percent of the time during the weekday p.m. peak hour. ▪ Signal re-timing alone (i.e., no physical changes to the travelled way) is not anticipated to fully prevent the spill back of eastbound left-turn movements at the US 11/Rest Church Road intersection. ▪ Queue spillbacks can be mitigated by adding capacity to the eastbound left- turn movement through conversion of the existing eastbound through lane to a shared left/through lane. This would also require: • Restriping of the eastbound approach lanes • Conversion of the Rest Church Road approaches to operate under “split” signal phasing • Replacing the existing three-section signal head for the eastbound through lane with a four-section head (three ball indicators and one, green left-turn arrow indicator) • Potential widening of US 11 to the north of Rest Church Road to add a second northbound lane that ends/merges a minimum of 495 feet north of the existing commercial driveway on the east side of US 11. • Adjustments to coordination with the adjacent signalized intersections at the I-81 interchange. ▪ If implemented, the eastbound queues would be anticipated to be contained within the existing lane storage. Minimal impacts are anticipated at adjacent intersection due to the conversion of the Rest Church Road approaches to split-phased at the US 11/Rest Church Road intersection. 214 Fruit Hill Property January 2023 Conclusions and Recommendations Kittelson & Associates, Inc. 75 o Rest Church Road/I-81 Northbound Ramps (Study Intersection #3): Given the current lane configuration on the northbound approach, the SimTraffic software used to model maximum queues at signalized intersections likely overestimates the levels of queueing on the northbound approach. ▪ A review of the SimTraffic model illustrated a majority of the northbound right-turning traffic from the off-ramp ultimately destined for US 11 northbound stacked in the shared left-through-right lane on the off-ramp. However, field observations showed a majority of the northbound right- turns from the off-ramp used the exclusive right-turn lane (often immediately cutting across three lanes to reach the left-turn lane onto US 11 northbound from Rest Church Road). ▪ To help “encourage” more vehicles turning left onto US 11 to utilize the exclusive right-turn lane on the off-ramp, the default “Mandatory Distance” and “Positioning Distance” parameters were reduced in the SimTraffic Simulation Settings. Even with these adjustments, however, a considerable amount of northbound off-ramp traffic destined for US 11 northbound continues to stack in the shared left-through-right lane in the SimTraffic model. This should be considered as a potential limitation of the model under the current lane configuration. 2028 Background Traffic Conditions ▪ A one percent annual growth rate was applied to account for near-term regional traffic growth. ▪ In-process developments included in the background 2028 analysis include: o Arogas Parcel – 22,570 square feet of shopping center in the northeast quadrant of the US 11/Rest Church Road intersection o Parcel 33-A-12 – 150,000 square feet of industrial development in the southwest quadrant of the US 11/Rest Church Road intersection o Light Property – 105,500 square feet of industrial development along Woodbine Road to the southeast of the US 11/Rest Church Road intersection o Whitehall Commerce Center – Undeveloped portions of the larger site located west of US 11 along Rest Church Road include 162,000 square feet of industrial development ▪ No transportation improvements were identified for inclusion in the background 2028 analysis. ▪ All signalized study intersections and critical movements at unsignalized intersections are forecast to continue to operate at LOS C or better with queues stored within existing lanes with the following exceptions: 215 Fruit Hill Property January 2023 Conclusions and Recommendations Kittelson & Associates, Inc. 76 o Rest Church Road/I-81 Northbound Ramps (Study Intersection #3): With the increase in volumes on both Rest Church Road and the I-81 northbound off-ramp due to regional growth and trips from in-process developments, queues on the northbound off-ramp are anticipated to spill back on I-81 under the existing signal timing during the weekday p.m. peak hour. ▪ Note: As aforementioned, the SimTraffic model is likely overestimating forecast northbound queues under the current lane configuration due to limitations within the modeling software with respect to driver lane choice. ▪ By adding an exclusive northbound left-turn lane and converting the existing shared left/through/right lane to a shared left/through lane, additional capacity can be added to the northbound left-turn movement and reduce queue spillback. • The potential for adding an exclusive northbound left-turn lane and converting the shared left/through/right lane to a shared through/right lane was also evaluated. This also represents a viable mitigation strategy; however, the conversion of the existing shared lane to a shared left/through is anticipated to result in greater reduction in maximum queues and delays on the off-ramp under year 2028 background traffic conditions. o US 11/Rest Church Road (Study Intersection #4): Similar to existing conditions, the eastbound left-turn queues at the US 11/Rest Church Road intersection are anticipated to spill back to the adjacent Rest Church Road/I-81 Northbound Ramps intersection during the weekday p.m. peak hour. The movement is forecast to operate above capacity at LOS F. The queues are forecast to block the upstream end of the lane approximately 62 percent of the time during the weekday p.m. peak hour. ▪ Converting the eastbound through lane to a shared left/through lane and making the associated signal improvements is anticipated to reduce queuing on the eastbound approach to within the existing lane storage. Proposed Development ▪ The proposed Fruit Hill Property development consists of one 100-room hotel, one 5,000 square-foot restaurant, one 300,000 square-foot data center, and four industrial buildings totaling to 2,125,500 square feet. ▪ Access to the development is proposed via a relocated Zachary Ann Lane. The Applicant is proposing to relocate Zachary Ann Lane further west as a part of this project to improve spacing from adjacent commercial driveways and the adjacent I-81 interchange. 216 Fruit Hill Property January 2023 Conclusions and Recommendations Kittelson & Associates, Inc. 77 ▪ The development is estimated to generate approximately 4,330 net new weekday daily trips, 430 weekday a.m. (317 in, 113 out), and 452 weekday p.m. (146 in, 306 out) peak hour trips when built out in year 2028. 2028 Total Traffic Conditions ▪ All signalized study intersections and critical movements at unsignalized intersections are forecast to operate at LOS D or better with queues stored within existing lanes with the following exceptions: o Rest Church Road/Zachary Ann Lane [RELOCATED] (Study Intersection #1): The critical northbound left-turn movement from the relocated Zachary Ann Lane is forecast to operate at LOS E during the weekday a.m. peak hour with control delays of 36.1 seconds per vehicle. ▪ The movement is anticipated to serve 11 vehicles and queues are anticipated to be less than one vehicle on average during the weekday a.m. peak hour. During the weekday p.m. peak hour, the critical northbound right-turn movement is forecast to operate at LOS C. o Rest Church Road/I-81 Northbound Ramps (Study Intersection #3): Similar to year 2028 background traffic conditions, the maximum queues for the northbound approach (ramp from I-81) are forecast to spill back close to I-81 during the weekday p.m. peak hour. The signal is still forecast to operate below capacity. ▪ Note: As aforementioned, the SimTraffic model is likely overestimating forecast northbound queues under the current lane configuration due to limitations within the modeling software with respect to driver lane choice. ▪ The site is anticipated to add 72 northbound left-turns to this approach. o US 11/Rest Church Road (Study Intersection #4): Without signal timing changes relative to existing conditions, the signalized intersection is forecast to operate above capacity at LOS F during the weekday p.m. peak hour. Similar to both existing and year 2028 background traffic conditions, the eastbound left-turn queues are forecast to spill back to the upstream Rest Church Road/I-81 Northbound Ramps intersection. ▪ The site is anticipated to add eight (8) trips to this movement during the weekday p.m. peak hour. 2028 Total Traffic Mitigation ▪ As shown to be effective under existing and year 2028 background traffic conditions, the following improvement strategies are anticipated offset the impacts to the surrounding roadway network related to the addition of site-generated trips: o Rest Church Road/I-81 Northbound Ramps (Study Intersection #3) 217 Fruit Hill Property January 2023 Conclusions and Recommendations Kittelson & Associates, Inc. 78 ▪ Widen the northbound off-ramp to three approach lanes. By adding an exclusive northbound left-turn lane and converting the existing shared left/through/right lane to a shared left/through lane, additional capacity can be added to the northbound left-turn movement and reduce queue spillback. • The potential for adding an exclusive northbound left-turn lane and converting the shared left/through/right lane to a shared through/right lane was also evaluated. This also represents a viable mitigation strategy; however, the conversion of the existing shared lane to a shared left/through is anticipated to result in greater reduction in maximum queues and delays on the off-ramp under year 2028 total traffic conditions. o US 11/Rest Church Road (Study Intersection #4) ▪ Convert the eastbound through lane to a shared left/through lane and convert the Rest Church Road approach phasing to split phase (as evaluated under existing and year 2028 background traffic conditions) ▪ While more drastic improvements (e.g., converting the signals to roundabouts or other alternative intersection forms) were initially considered at each of the study intersections warranting mitigation, the existing intersection spacing and proximity to the bridge over I - 81 would require substantial impacts to accommodate alternative intersection forms. Turn Lane Warrant Evaluation ▪ An evaluation of VDOT right-turn lane warrants for two-lane roadways illustrated a right- turn lane is not forecast to be warranted on Rest Church Road at the relocated Zachary Ann Lane under year 2028 total traffic conditions. ▪ An evaluation of the VDOT left-turn lane warrants for two-lane roadways illustrated a left- turn lane is forecast to be warranted on Rest Church Road at the relocated Zachary Ann Lane. The turn lane should have a minimum of 200 feet of storage and a 200-foot taper. Access Management Evaluation ▪ The proposed relocation of Zachary Ann Lane (to be relocated by the Applicant as a part of this application) meets/exceeds VDOT standards for access spacing on Rest Church Road (local street), including the minimum spacing requirement from an interchange. ▪ Relocating Zachary Ann Lane is anticipated to improve both the operations and safety of the Rest Church corridor relative to existing conditions, where the Flying J Travel Ce nter currently has four commercial access points within close proximity to the I -81 interchange. Shifting truck egress from the Flying J further west will help more clearly delineate decision points for drivers along Rest Church Road. 218 Fruit Hill Property January 2023 Conclusions and Recommendations Kittelson & Associates, Inc. 79 ▪ Relocating Zachary Ann Lane is also anticipated to better serve future development in the area. The Flying J Travel Center has previously expressed interest in expanding to the north side of Rest Church Road. A fourth, southbound leg at the relocated Zachary Ann Lane could serve as a singular access point for both the potential Flying J and any future development on the north side of Rest Church Road. ▪ Given the projected volumes on Rest Church Road, it is not anticipated any cross-section improvements would be required on Rest Church Road with build-out of the Fruit Hill Property on the south side of Rest Church Road. Year 2034 Background Traffic Conditions ▪ A one percent annual growth rate was applied to year 2028 background traffic volumes to account for near-term regional traffic growth between 2028 and 2034. ▪ No additional in-process developments beyond those included in the 2028 traffic analysis were identified for inclusion in the 2034 traffic analysis. ▪ No transportation improvements were identified for inclusion in the background 2034 analysis. ▪ All study intersections and critical movements are forecast to continue to operate at LOS C or better with queues stored within existing lanes with the following exceptions: o Rest Church Road/I-81 Northbound Ramps (Study Intersection #3): Similar to year 2028 background traffic conditions, the maximum queues for the northbound approach (ramp from I-81) are forecast to spill back close to I-81 during the weekday p.m. peak hour. ▪ Note: As aforementioned, the SimTraffic model is likely overestimating forecast northbound queues under the current lane configuration due to limitations within the modeling software with respect to driver lane choice. ▪ Similar to year 2028 traffic conditions, the queueing issues are forecast to be addressed by adding an exclusive northbound left-turn lane and converting the existing shared left/through/right lane to either a shared left/through or a through/right lane. • Converting the existing shared lane on the ramp either a shared left/through or through/right represent viable strategies under year 2034 background traffic conditions. Marginal differences in maximum queue lengths and delay are expected on the northbound ramp between the two strategies. These estimated values are highly dependent on the signal timing and coordination pattern employed. o US 11/Rest Church Road (Study Intersection #4): The eastbound left-turn queues at the US 11/Rest Church Road intersection are anticipated to spill back to the adjacent Rest Church Road/I-81 Northbound Ramps intersection during the 219 Fruit Hill Property January 2023 Conclusions and Recommendations Kittelson & Associates, Inc. 80 weekday p.m. peak hour. The movement is forecast to operate above capacity at LOS F. The queues are forecast to block the upstream end of the lane approximately 64 percent of the time during the weekday p.m. peak hour. The overall intersection is anticipated to operate near capacity at LOS E. ▪ Similar to year 2028 traffic conditions, the queue spillback and high delays are anticipated to be addressed through conversion of the eastbound through lane to a shared left/through and implementing associated signal improvements. Year 2034 Total Traffic Conditions ▪ All study intersections and critical movements are forecast to operate at LOS D or better with queues stored within existing lanes with the following exceptions: o Rest Church Road/Zachary Ann Lane [RELOCATED] (Study Intersection #1): The critical northbound left-turn movement from the relocated Zachary Ann Lane is forecast to operate at LOS E during the weekday a.m. peak hour with control delays of 36.9 seconds per vehicle. ▪ The movement is anticipated to serve 11 vehicles and queues are anticipated to be less than one vehicle on average during the weekday a.m. peak hour. During the weekday p.m. peak hour, the critical northbound right-turn movement is forecast to operate at LOS C. o Rest Church Road/I-81 Northbound Ramps (Study Intersection #3): Similar to year 2034 background traffic conditions, the maximum queues for the northbound approach (ramp from I-81) are forecast to spill back close to I-81 during the weekday p.m. peak hour. The signal is still forecast to operate below capacity. ▪ Note: As aforementioned, the SimTraffic model is likely overestimating forecast northbound queues under the current lane configuration due to limitations within the modeling software with respect to driver lane choice. ▪ Similar to year 2034 background traffic conditions, the queueing spillback forecast on the northbound approach can be mitigated by adding an exclusive northbound left-turn lane and converting the existing shared left- through-right lane to either a shared left/through or through/right lane. • Converting the existing shared lane on the ramp either a shared left/through or through/right represent viable strategies under year 2034 background traffic conditions. Marginal differences in maximum queue lengths and delay are expected on the northbound ramp between the two strategies. These estimated values are highly dependent on the signal timing and coordination pattern employed. 220 Fruit Hill Property January 2023 Conclusions and Recommendations Kittelson & Associates, Inc. 81 o US 11/Rest Church Road (Study Intersection #4): Without signal timing changes relative to existing conditions, the signalized intersection is forecast to operate above capacity at LOS F during the weekday p.m. peak hour. Similar to both existing and year 2034 background traffic conditions, the eastbound left-turn queues are forecast to spill back to the upstream Rest Church Road/I-81 Northbound Ramps intersection. ▪ As shown effective under existing and pre-build-out traffic conditions, the queueing and delay concerns are anticipated to be addressed through conversion of the eastbound through lane to a shared left/through and implementing associated signal improvements. RECOMMENDATIONS As a result of the forecast impacts of the proposed Fruit Hill Property development on the surrounding roadway network, the following improvements are recommended for consideration: ▪ Convert the eastbound through lane at the US 11/Rest Church Road intersection to a shared left/through lane. Appropriate adjustments to signal timing/coordination on Rest Church Road and roadway improvements to US 11 will be required, including converting the Rest Church Road approaches at US 11 to split phasing. o The need for this mitigation strategy is shown to be warranted under existing conditions. The site-related trips added to the network at this intersection represent approximately two percent of the total entering vehicles upon build-out in year 2028. ▪ Construct a northbound left-turn lane with at least 300 feet of storage and a 200-foot taper on the northbound off-ramp of I-81 at Rest Church Road. o The need for this mitigation strategy was shown to be warranted under year 2028 background (pre-build-out) traffic conditions. The site-related trips added to the network at this intersection represent approximately 16.5 percent of the total entering vehicles upon build-out in year 2028. ▪ Construct a westbound left-turn lane with at least 200 feet of storage and a 200-foot taper on Rest Church Road at the relocated Zachary Ann Lane. If feasible, this left-turn lane can be extended upstream to the existing left-turn lane onto the [existing] Zachary Ann Lane to create longer storage and greater deceleration distance for future growth. 221 References 222 Fruit Hill Property January 2023 References Kittelson & Associates, Inc. 83 REFERENCES 1. Frederick County. Frederick County Zoning Map. Accessed December 20, 2021. https://fredcogis.fcva.us/PlanningAccessTerminal/ 2. Transportation Research Board. Highway Capacity Manual, 6th Edition. 2016. 3. Virginia Department of Transportation. Traffic Operations and Safety Analysis Manual – Version 2.0. February 2020. 4. Institute of Transportation Engineers. Trip Generation, 11th Edition. 2021. 5. Virginia Department of Transportation. Road Design Manual. July 2021. 223 Appendix A Scoping Letter 224 It is important for the applicant to provide sufficient information to county and VDOT staff so that questions regarding geographic scope, alternate methodology, or other issues can be answered at the scoping meeting. PRE-SCOPE OF WORK MEETING FORM Information on the Project Traffic Impact Analysis Base Assumptions The applicant is responsible for entering the relevant information and submitting the form to VDOT and the locality no less than three (3) business days prior to the meeting. If a form is not received by this deadline, the scope of work meeting may be postponed. Contact Information Consultant Name: Tele: E-mail: Andrew Butsick, PE & John Callow - Kittelson & Associates, Inc. (703) 885-8970 abutsick@kittelson.com Developer/Owner Name: Tele: E-mail: Bob Dwyer - Equus Development, L.P. (610) 996-6600 bob@landtrustprop.com Project Information Project Name: Fruit Hill Property Locality/County: Frederick Project Location: (Attach regional and site specific location map) See Figure 1 - attached Submission Type Comp Plan Rezoning Site Plan Subd Plat Project Description: (Including details on the land use, acreage, phasing, access location, etc. Attach additional sheet if necessary) The Fruit Hill Property is a proposed commercial/industrial development located in the southwest quadrant of the Route 669 (Rest Church Road)/Zachary Ann Lane intersection in Frederick County, VA. The proposed development consists of one 100-room hotel room, one 5,000 S.F. restaurant, one 300,000 S.F. data center building, and four industrial warehousing buildings totaling to 2,125,500 S.F. Access to the site is proposed via a relocated Zachary Ann Lane. The existing Zachary Ann Lane access point on Route 669 (Rest Church Road) would be removed, and existing access to the Pilot/Flying J Travel Center would be provided via a new driveway off of the relocated Zachary Ann Lane. All trips to the proposed site and parcels south of the site on Zachary Ann Lane would also be accessed through the relocated Zachary Ann Lane. A conceptual site plan is shown in Figure 2. Proposed Use(s): (Check all that apply; attach additional pages as necessary) Residential Commercial Mixed Use Other 225 It is important for the applicant to provide sufficient information to county and VDOT staff so that questions regarding geographic scope, alternate methodology, or other issues can be answered at the scoping meeting. Residential Uses(s) Number of Units: ITE LU Code(s): Commercial Use(s) ITE LU Code(s): 310 932 (see attached Trip Gen table) Square Ft or Other Variable: Rooms 1,000 S.F. GFA Other Use(s) ITE LU Code(s): 150 160 Independent Variable(s): 1,000 S.F. GFA Total Peak Hour Trip Projection: Less than 100 100 – 499 500 – 999 1,000 or more Traffic Impact Analysis Assumptions Study Period Existing Year: 2021 Build-out Year: 2028 Design Year: 2034 Study Area Boundaries (Attach map) North: VA/WV border South: Route 669 (Rest Church Road) East: US 11 (Martinsburg Pike) West: Route 670 (Ruebuck Road) External Factors That Could Affect Project (Planned road improvements, other nearby developments) In-Process/Approved Developments: Arogas Parcel - 22,570 SF of shopping center Parcel 33-A-12 - 150,000 SF of industrial development Light Property - 102,500 SF of industrial development Whitehall Commerce Center (undeveloped portions) - 162,000 SF of general light industrial development Consistency With Comprehensive Plan (Land use, transportation plan) Yes Available Traffic Data (Historical, forecasts) 2019 AADT Volumes from VDOT Route 669 (Rest Church Road) [Welltown Rd to I-81 Ramps] - 1,700 vpd Route 669 (Rest Church Road) [I-81 Ramps to US 11] - 5,600 vpd Ramp to I-81 SB (from Rest Church Road to I-81 SB) - 4,600 vpd Ramp to I-81 NB (from Rest Church Road to I-81 NB) - 2,600 vpd Ramp from I-81 SB (from I-81 to Rest Church Road) - 2,600 vpd Ramp from I-81 NB (from I-81 to Rest Church Road) - 4,100 vpd Trip Distribution (Attach sketch) Road Name: See Figure 3 Road Name: Road Name: Road Name: Annual Vehicle Trip 1% (see attached Peak Period for Study (check all that apply) AM PM SAT 226 It is important for the applicant to provide sufficient information to county and VDOT staff so that questions regarding geographic scope, alternate methodology, or other issues can be answered at the scoping meeting. Growth Rate: historical AADTs) Peak Hour of the Generator 6-9am 4-7pm Study Intersections and/or Road Segments (Attach additional sheets as necessary) 1.Route 669 (Rest Church Road) /Zachary Ann Lane 6. 2.Route 669 (Rest Church Road) /I-81 SB Ramps 7. 3.Route 669 (Rest Church Road)/I-81 NB Ramps 8. 4.US 11 (Martinsburg Pike)/Route 669 (Rest Church Road) 9. 5. 10. Trip Adjustment Factors Internal allowance: Yes No Reduction: 5% of hotel trips to restaurant% trips Pass-by allowance: Yes No Reduction: 15% of restaurant trips considered pass-by on Route 669 (Rest Church Road) 28% of restaurant trips considered diverted trips from I-81% trips Software Methodology Synchro HCS (v.2000/+) aaSIDRA CORSIM Other Traffic Signal Proposed or Affected (Analysis software to be used, progression speed, cycle length) Analysis Software: Synchro v11, Sim Traffic (oversaturated conditions) Results: HCM Methodology Synchro 11 files will be backsaved to Synchro 10 Improvement(s) Assumed or to be Considered Realignment of Zachary Ann Lane with build-out of the proposed development to increase spacing from the I-81 interchange Background Traffic Studies Considered Developments to be considered to be build-out by 2028: Arogas Parcel - 22,570 SF of shopping center Parcel 33-A-12 - 150,000 SF of general light industrial development Light Property - 102,500 SF of general light industrial development Whitehall Commerce Center (undeveloped portions) - 162,000 SF of general light industrial development Plan Submission Master Development Plan (MDP) Generalized Development Plan (GDP) Preliminary/Sketch Plan Other Plan type (Final Site, Subd. Plan) Additional Issues to be Addressed Queuing analysis Actuation/Coordination Weaving analysis Merge analysis Bike/Ped Accommodations Intersection(s) TDM Measures Other Access Management Evaluation, Turn Lane Evaluations 227 It is important for the applicant to provide sufficient information to county and VDOT staff so that questions regarding geographic scope, alternate methodology, or other issues can be answered at the scoping meeting. NOTES on ASSUMPTIONS: All parameters of the study will be compliant with the provisions and analysis procedures established in VDOT's Traffic Operations and Safety Analysis Manual (TOSAM). Turning movement counts were collected at listed study intersections in October 2021. The volumes illustrated traffic volumes to the east of I-81 have exceeded pre-pandemic levels, while volumes to the west are still lower than pre-pandemic levels. To account for this disparity, the higher of the October 2021 turning movements counts and 2016 turning movement counts in the Hillwood Whitehall TIA (provided by VDOT) will be used to establish existing year 2021 individual turning movement volumes at the I-81 ramp terminal intersections on Route 669 (Rest Church Road). Engineering judgement will be applied to blend volumes between adjacent intersections (where only October 2021 turning movement counts are available). The access management evaluation will include an evaluation of the relationship the relocated Zachary Ann Lane and the commercial entrances along Route 669 (Rest Church Road). If appropriate, mitigation measures will be considered along Route 669 (Rest Church Road). 228 229 SITE 50 522 50 11 81 81 11 37 522 259 7 - Study Intersections## N C:\Users\abutsick\appdata\local\temp\AcPublish_2948\26732 - ScopingFigs.dwg Feb 08, 2022 - 3:30pm - abutsick Layout Tab: 01Site Vicnity Map Frederick County, VA 1 Fruit Hill Property February 2022 Figure FREDERICK COUNTY, VA SITE - Future Study Intersections 669 REST C H U R C H R D MACBE T H L N PROPOSED RELOCATION OF ZACHARY ANN LN 670 81 11 MARTINSBURG PKWOOD B I N E R DZACHARY ANN LNSTAYMAN DRRUEBUCK RD V I R G I N I AWE S T V I R G I N I A 230 C:\Users\abutsick\appdata\local\temp\AcPublish_2948\26732 - ScopingFigs.dwg Feb 08, 2022 - 3:31pm - abutsick Layout Tab: 02 2FIGUREFruit Hill PropertyFebruary 2022Conceptual Site PlanProvided by Dice Engineering (Sept. 2021)Frederick County, VA231 SITE N C:\Users\abutsick\appdata\local\temp\AcPublish_2948\26732 - ScopingFigs.dwg Feb 08, 2022 - 3:31pm - abutsick Layout Tab: 03Assumed Site Trip Distribution Frederick County, VA 3 Fruit Hill Property February 2022 Figure - ESTIMATED TRIP DISTRIBUTION: WAREHOUSING/DATA CENTER/HOTEL (RESTAURANT) 669 REST C H U R C H R D MACBE T H L N PROPOSED RELOCATION OF ZACHARY ANN LN 670 81 11 MARTINSBURG PKWOOD B I N E R DZACHARY ANN LNRUEBUCK RD V I R G I N I AWE S T V I R G I N I A 232 Fruit Hill Property ITE Trip Gen 11th Ed Total In Out Total In Out Warehousing 150 2,125.500 1,000 S.F.3,397 361 278 83 383 107 276 Data Center 160 300.000 1,000 S.F.297 33 18 15 27 8 19 Hotel 310 100 Rooms 660 43 24 19 46 23 23 (33)(2)(1)(1)(2)(1)(1) High-Turnover (Sit-Down) Restaurant 932 5.000 1,000 S.F.536 48 26 22 45 27 18 (230)(20)(10)(10)(20)(10)(10) 4,593 452 328 124 474 157 317 (33)(2)(1)(1)(2)(1)(1) (230)(20)(10)(10)(20)(10)(10) 4,330 430 317 113 452 146 306 115% of pass-by trips considered pass-bys on Rest Church Road. Remaining 28% to be considered diverted trips from I-81 Peak Hour Adjacent Street Weekday AM Peak Hour Weekday PM Peak HourWeekday Daily Passby (LUC 932) Net New Trips Land Use ITE Code Units Passby (43% AM/PM)1 Total Internal Trips (LUC 310) Internal to Restaurant (5% AM/PM) 233 0 1,000 2,000 3,000 4,000 5,000 6,000 2013 2014 2015 2016 2017 2018 2019AADT (vpd)Historical VDOT AADT1 Rest Church Road (W of I-81)Rest Church Rd (E of I-81) I-81 SB Off-Ramp (Exit 323)I-81 NB Off-Ramp (Exit 323) I-81 SB On-Ramp (Exit 323)I-81 NB Off-Ramp (Exit 323) 1 https://www.virginiadot.org/info/ct-TrafficCounts.asp 234 Appendix B 2016 and 2021 Turning Movement Counts 235 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: Zachary Ann Ln -- Rest Church Rd QC JOB #: QC JOB #: 15604801 CITY/STATE: CITY/STATE: Frederick, VA DATE: DATE: Thu, Oct 28 2021 0 0 0 0 0 50 0 0 67 89 0.930.93 49 90 1 18 161 1 0 72 19 73 Peak-Hour: 7:00 AM -- 8:00 AMPeak-Hour: 7:00 AM -- 8:00 AM Peak 15-Min: 7:15 AM -- 7:30 AMPeak 15-Min: 7:15 AM -- 7:30 AM 0 0 0 0 0 8 0 0 9 0 6.1 0 0 16.7 41 100 0 91.7 15.8 91.8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 15-Min Count15-Min CountPeriod Period Beginning AtBeginning At Zachary Ann LnZachary Ann Ln (Northbound)(Northbound) Zachary Ann LnZachary Ann Ln (Southbound)(Southbound) Rest Church RdRest Church Rd (Eastbound)(Eastbound) Rest Church RdRest Church Rd (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU 6:00 AM 0 0 18 0 0 0 0 0 0 11 0 0 1 3 0 0 33 6:15 AM 0 0 20 0 0 0 0 0 0 19 1 0 4 8 0 0 52 6:30 AM 0 0 18 0 0 0 0 0 0 26 0 0 3 6 0 0 53 6:45 AM 0 0 20 0 0 0 0 0 0 14 1 0 4 9 0 0 48 186 7:00 AM 0 0 18 0 0 0 0 0 0 27 0 0 7 4 0 0 56 209 7:15 AM 0 0 17 0 0 0 0 0 0 26 0 0 6 13 0 0 62 219 7:30 AM 1 0 18 0 0 0 0 0 0 20 0 0 2 17 0 0 58 224 7:45 AM 0 0 19 0 0 0 0 0 0 16 1 0 3 15 0 0 54 230 8:00 AM 1 0 14 0 0 0 0 0 0 15 1 0 0 9 0 0 40 214 8:15 AM 0 0 20 0 0 0 0 0 0 20 1 0 1 7 0 0 49 201 8:30 AM 0 0 16 0 0 0 0 0 0 20 0 0 4 10 0 0 50 193 8:45 AM 0 0 26 0 0 0 0 0 0 16 0 0 4 10 0 0 56 195 Peak 15-MinPeak 15-Min FlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU All Vehicles 0 0 68 0 0 0 0 0 0 104 0 0 24 52 0 0 248 Heavy Trucks 0 0 64 0 0 0 0 0 0 0 4 0 68 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 11/8/2021 12:03 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 236 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: Zachary Ann Ln -- Rest Church Rd QC JOB #: QC JOB #: 15604802 CITY/STATE: CITY/STATE: Frederick, VA DATE: DATE: Thu, Oct 28 2021 0 0 0 0 0 103 0 0 113 109 0.900.90 102 109 0 11 208 1 0 98 10 99 Peak-Hour: 4:15 PM -- 5:15 PMPeak-Hour: 4:15 PM -- 5:15 PM Peak 15-Min: 5:00 PM -- 5:15 PMPeak 15-Min: 5:00 PM -- 5:15 PM 0 0 0 0 0 1.9 0 0 4.4 3.7 2 3.7 0 27.3 42.8 0 0 86.7 30 85.9 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 15-Min Count15-Min CountPeriod Period Beginning AtBeginning At Zachary Ann LnZachary Ann Ln (Northbound)(Northbound) Zachary Ann LnZachary Ann Ln (Southbound)(Southbound) Rest Church RdRest Church Rd (Eastbound)(Eastbound) Rest Church RdRest Church Rd (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU 4:00 PM 0 0 21 0 0 0 0 0 0 24 0 0 0 37 0 0 82 4:15 PM 0 0 24 0 0 0 0 0 0 25 0 0 3 18 0 0 70 4:30 PM 0 0 28 0 0 0 0 0 0 25 0 0 6 26 0 1 86 4:45 PM 0 0 30 0 0 0 0 0 0 22 0 0 0 24 0 0 76 314 5:00 PM 1 0 16 0 0 0 0 0 0 37 0 0 1 34 0 0 89 321 5:15 PM 0 0 14 0 0 0 0 0 0 35 0 0 0 18 0 0 67 318 5:30 PM 0 0 9 0 0 0 0 0 0 24 0 0 1 25 0 0 59 291 5:45 PM 1 0 22 0 0 0 0 0 0 26 0 0 1 28 0 0 78 293 6:00 PM 0 0 25 0 0 0 0 0 0 12 0 0 1 23 0 0 61 265 6:15 PM 0 0 18 0 0 0 0 0 0 15 0 0 0 14 0 0 47 245 6:30 PM 0 0 17 0 0 0 0 0 0 12 0 0 2 16 0 0 47 233 6:45 PM 0 0 16 0 0 0 0 0 0 15 0 0 2 14 0 1 48 203 Peak 15-MinPeak 15-MinFlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU All Vehicles 4 0 64 0 0 0 0 0 0 148 0 0 4 136 0 0 356 Heavy Trucks 0 0 52 0 0 0 0 0 0 4 0 0 56 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 11/8/2021 12:03 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 237 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: Zachary Ann Ln -- Rest Church Rd QC JOB #: QC JOB #: 15604803 CITY/STATE: CITY/STATE: Frederick, VA DATE: DATE: Sat, Oct 30 2021 0 0 0 0 0 74 1 0 74 58 0.720.72 73 59 0 1 115 0 0 57 1 57 Peak-Hour: 1:00 PM -- 2:00 PMPeak-Hour: 1:00 PM -- 2:00 PM Peak 15-Min: 1:15 PM -- 1:30 PMPeak 15-Min: 1:15 PM -- 1:30 PM 0 0 0 0 0 2.7 0 0 4.1 1.7 2.7 1.7 0 100 48.7 0 0 96.5 100 96.5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 15-Min Count15-Min CountPeriod Period Beginning AtBeginning At Zachary Ann LnZachary Ann Ln (Northbound)(Northbound) Zachary Ann LnZachary Ann Ln (Southbound)(Southbound) Rest Church RdRest Church Rd (Eastbound)(Eastbound) Rest Church RdRest Church Rd (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU 11:00 AM 0 0 11 0 0 0 0 0 0 20 0 0 0 15 0 0 46 11:15 AM 0 0 13 0 0 0 0 0 0 17 0 0 0 20 0 0 50 11:30 AM 0 0 7 0 0 0 0 0 0 16 0 0 1 20 0 0 44 11:45 AM 0 0 10 0 0 0 0 0 0 13 0 0 0 22 0 0 45 185 12:00 PM 0 0 12 0 0 0 0 0 0 13 0 0 0 17 0 0 42 181 12:15 PM 0 0 8 0 0 0 0 0 0 14 0 0 1 18 0 0 41 172 12:30 PM 0 0 10 0 0 0 0 0 0 14 0 0 0 10 0 1 35 163 12:45 PM 0 0 10 0 0 0 0 0 0 15 1 0 0 15 0 0 41 159 1:00 PM 0 0 11 0 0 0 0 0 0 15 0 0 0 14 0 0 40 157 1:15 PM 0 0 20 0 0 0 0 0 0 19 0 0 1 26 0 0 66 182 1:30 PM 0 0 12 0 0 0 0 0 0 11 0 1 0 15 0 0 39 186 1:45 PM 0 0 14 0 0 0 0 0 0 13 0 0 0 18 0 0 45 190 Peak 15-MinPeak 15-Min FlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU All Vehicles 0 0 80 0 0 0 0 0 0 76 0 0 4 104 0 0 264 Heavy Trucks 0 0 80 0 0 0 0 4 0 4 4 0 92 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 11/8/2021 12:03 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 238 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: I-81 SB Ramps -- Rest Church Rd QC JOB #: QC JOB #: 15604804 CITY/STATE: CITY/STATE: Frederick, VA DATE: DATE: Thu, Oct 28 2021 157 0 83 0 74 189 0 0 456 107 0.930.93 106 235 128 350 181 0 0 0 478 0 Peak-Hour: 7:00 AM -- 8:00 AMPeak-Hour: 7:00 AM -- 8:00 AM Peak 15-Min: 7:30 AM -- 7:45 AMPeak 15-Min: 7:30 AM -- 7:45 AM 22.3 0 33.7 0 9.5 37 0 0 9.9 41.1 39.6 36.6 32.8 0.9 28.2 0 0 0 9.4 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 15-Min Count15-Min CountPeriod Period Beginning AtBeginning At I-81 SB RampsI-81 SB Ramps (Northbound)(Northbound) I-81 SB RampsI-81 SB Ramps (Southbound)(Southbound) Rest Church RdRest Church Rd (Eastbound)(Eastbound) Rest Church RdRest Church Rd (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU 6:00 AM 0 0 0 0 8 0 11 0 0 18 22 0 55 11 0 0 125 6:15 AM 0 0 0 0 8 0 23 0 0 20 32 0 68 22 0 0 173 6:30 AM 0 0 0 0 16 0 19 0 0 28 41 0 72 23 0 0 199 6:45 AM 0 0 0 0 34 0 22 0 0 24 20 0 72 17 0 0 189 686 7:00 AM 0 0 0 0 25 0 16 0 0 27 30 0 82 21 0 0 201 762 7:15 AM 0 0 0 0 23 0 19 0 0 22 30 0 77 29 0 0 200 789 7:30 AM 0 0 0 0 11 0 22 0 0 29 36 0 100 31 0 0 229 819 7:45 AM 0 0 0 0 15 0 26 0 0 29 32 0 91 25 0 0 218 848 8:00 AM 0 0 0 0 12 0 7 0 0 21 29 0 70 24 0 0 163 810 8:15 AM 0 0 0 0 15 0 12 0 0 23 21 0 71 19 0 0 161 771 8:30 AM 0 0 0 0 21 1 20 0 0 21 27 0 62 39 0 1 192 734 8:45 AM 0 0 0 0 10 1 32 0 0 31 30 0 46 37 0 0 187 703 Peak 15-MinPeak 15-Min FlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU All Vehicles 0 0 0 0 44 0 88 0 0 116 144 0 400 124 0 0 916 Heavy Trucks 0 0 0 0 0 24 0 52 52 0 36 0 164 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 11/8/2021 12:03 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 239 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: I-81 SB Ramps -- Rest Church Rd QC JOB #: QC JOB #: 15604805 CITY/STATE: CITY/STATE: Frederick, VA DATE: DATE: Thu, Oct 28 2021 204 0 110 1 93 280 0 0 423 171 0.880.88 170 308 137 253 264 0 0 0 391 0 Peak-Hour: 4:45 PM -- 5:45 PMPeak-Hour: 4:45 PM -- 5:45 PM Peak 15-Min: 5:00 PM -- 5:15 PMPeak 15-Min: 5:00 PM -- 5:15 PM 19.6 0 32.7 0 4.3 26.1 0 0 10.2 19.9 21.8 24.7 30.7 2.4 14.4 0 0 0 12.3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 15-Min Count15-Min CountPeriod Period Beginning AtBeginning At I-81 SB RampsI-81 SB Ramps (Northbound)(Northbound) I-81 SB RampsI-81 SB Ramps (Southbound)(Southbound) Rest Church RdRest Church Rd (Eastbound)(Eastbound) Rest Church RdRest Church Rd (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU 4:00 PM 0 0 0 0 18 0 34 0 0 49 29 0 55 43 0 0 228 4:15 PM 0 0 0 0 16 0 25 0 0 47 33 0 56 52 0 0 229 4:30 PM 0 0 0 0 12 0 26 0 0 41 35 0 57 49 0 0 220 4:45 PM 0 0 0 0 20 0 25 0 0 41 34 0 51 40 0 0 211 888 5:00 PM 0 0 0 0 21 0 26 0 0 50 41 0 73 55 0 0 266 926 5:15 PM 0 0 0 0 22 1 32 0 0 46 28 0 66 36 0 0 231 928 5:30 PM 0 0 0 0 30 0 27 0 0 34 34 0 63 39 0 0 227 935 5:45 PM 0 0 0 0 16 0 34 0 0 41 20 0 55 43 0 0 209 933 6:00 PM 0 0 0 0 22 0 28 0 0 45 25 0 90 41 0 0 251 918 6:15 PM 0 0 0 0 22 0 20 0 0 31 30 0 59 35 0 0 197 884 6:30 PM 0 0 0 0 12 1 37 0 0 28 15 0 40 35 0 0 168 825 6:45 PM 0 0 0 0 12 0 15 0 0 31 32 0 29 27 0 0 146 762 Peak 15-MinPeak 15-Min FlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU All Vehicles 0 0 0 0 84 0 104 0 0 200 164 0 292 220 0 0 1064 Heavy Trucks 0 0 0 4 0 36 0 44 32 0 48 0 164 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 11/8/2021 12:03 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 240 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: I-81 NB Ramps -- Rest Church Rd QC JOB #: QC JOB #: 15604807 CITY/STATE: CITY/STATE: Frederick, VA DATE: DATE: Thu, Oct 28 2021 0 156 0 0 0 433 64 92 476 131 0.990.99 384 195 0 0 324 49 0 193 0 242 Peak-Hour: 6:45 AM -- 7:45 AMPeak-Hour: 6:45 AM -- 7:45 AM Peak 15-Min: 7:15 AM -- 7:30 AMPeak 15-Min: 7:15 AM -- 7:30 AM 0 24.4 0 0 0 9.5 54.7 3.3 3.2 5.3 3.1 21.5 0 0 3.7 59.2 0 2.6 0 14 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 15-Min Count15-Min CountPeriod Period Beginning AtBeginning At I-81 NB RampsI-81 NB Ramps (Northbound)(Northbound) I-81 NB RampsI-81 NB Ramps (Southbound)(Southbound) Rest Church RdRest Church Rd (Eastbound)(Eastbound) Rest Church RdRest Church Rd (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU 6:00 AM 4 2 20 0 0 0 0 0 14 12 0 0 0 69 12 0 133 6:15 AM 11 0 24 0 0 0 0 0 14 14 0 0 0 72 8 0 143 6:30 AM 14 0 37 0 0 0 0 0 18 24 0 0 0 90 14 0 197 6:45 AM 9 0 57 0 0 0 0 0 15 41 0 0 0 84 23 0 229 702 7:00 AM 14 0 44 0 0 0 0 0 19 35 0 0 0 91 22 0 225 794 7:15 AM 17 0 57 0 0 0 0 0 16 30 0 0 0 89 22 0 231 882 7:30 AM 9 0 35 0 0 0 0 0 14 25 0 0 0 120 25 0 228 913 7:45 AM 15 0 18 0 0 0 0 0 17 28 0 0 0 104 20 0 202 886 8:00 AM 11 0 31 0 0 0 0 0 12 19 0 0 0 77 15 0 165 826 8:15 AM 16 0 22 0 0 0 0 0 18 21 0 0 0 77 25 0 179 774 8:30 AM 32 0 16 0 0 0 0 0 14 26 0 0 0 81 16 0 185 731 8:45 AM 18 2 28 0 0 0 0 0 15 32 0 0 0 57 20 0 172 701 Peak 15-MinPeak 15-Min FlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU All Vehicles 68 0 228 0 0 0 0 0 64 120 0 0 0 356 88 0 924 Heavy Trucks 48 0 8 0 0 0 20 12 0 0 12 0 100 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 11/8/2021 12:03 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 241 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: I-81 NB Ramps -- Rest Church Rd QC JOB #: QC JOB #: 15604808 CITY/STATE: CITY/STATE: Frederick, VA DATE: DATE: Thu, Oct 28 2021 0 179 0 0 0 428 90 89 428 170 0.910.91 339 260 0 0 518 89 0 348 0 437 Peak-Hour: 5:15 PM -- 6:15 PMPeak-Hour: 5:15 PM -- 6:15 PM Peak 15-Min: 6:00 PM -- 6:15 PMPeak 15-Min: 6:00 PM -- 6:15 PM 0 16.2 0 0 0 10.3 27.8 4.5 3 2.9 2.7 11.5 0 0 1.5 39.3 0 0.9 0 8.7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 15-Min Count15-Min CountPeriod Period Beginning AtBeginning At I-81 NB RampsI-81 NB Ramps (Northbound)(Northbound) I-81 NB RampsI-81 NB Ramps (Southbound)(Southbound) Rest Church RdRest Church Rd (Eastbound)(Eastbound) Rest Church RdRest Church Rd (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU 4:00 PM 29 1 74 0 0 0 0 0 26 42 0 0 0 76 26 0 274 4:15 PM 41 0 69 0 0 0 0 0 28 27 0 0 0 66 18 0 249 4:30 PM 28 0 70 0 0 0 0 0 29 28 0 0 0 74 27 0 256 4:45 PM 21 0 76 0 0 0 0 0 27 38 0 0 0 69 23 0 254 1033 5:00 PM 29 0 65 0 0 0 0 0 23 49 0 0 0 101 23 0 290 1049 5:15 PM 23 0 92 0 0 0 0 0 25 46 0 0 0 75 23 0 284 1084 5:30 PM 19 0 87 0 0 0 0 0 18 47 0 0 0 79 23 0 273 1101 5:45 PM 21 0 84 0 0 0 0 0 23 35 0 0 0 80 17 0 260 1107 6:00 PM 26 0 85 0 0 0 0 0 24 42 0 0 0 105 26 0 308 1125 6:15 PM 25 0 83 0 0 0 0 0 15 37 0 0 0 70 20 0 250 1091 6:30 PM 20 0 61 0 0 0 0 0 15 26 0 0 0 53 19 0 194 1012 6:45 PM 15 0 48 0 0 0 0 0 23 21 0 0 0 43 13 0 163 915 Peak 15-MinPeak 15-MinFlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU All Vehicles 104 0 340 0 0 0 0 0 96 168 0 0 0 420 104 0 1232 Heavy Trucks 32 0 0 0 0 0 28 4 0 0 8 8 80 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 11/8/2021 12:03 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 242 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: I-81 NB Ramps -- Rest Church Rd QC JOB #: QC JOB #: 15604809 CITY/STATE: CITY/STATE: Frederick, VA DATE: DATE: Sat, Oct 30 2021 0 135 0 0 0 321 80 55 297 123 0.900.90 242 203 0 0 299 79 0 176 0 255 Peak-Hour: 1:00 PM -- 2:00 PMPeak-Hour: 1:00 PM -- 2:00 PM Peak 15-Min: 1:15 PM -- 1:30 PMPeak 15-Min: 1:15 PM -- 1:30 PM 0 22.2 0 0 0 11.5 33.8 5.5 2.7 5.7 2.1 16.7 0 0 4.3 40.5 0 3.4 0 14.9 0 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 15-Min Count15-Min CountPeriod Period Beginning AtBeginning At I-81 NB RampsI-81 NB Ramps (Northbound)(Northbound) I-81 NB RampsI-81 NB Ramps (Southbound)(Southbound) Rest Church RdRest Church Rd (Eastbound)(Eastbound) Rest Church RdRest Church Rd (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU 11:00 AM 17 0 30 0 0 0 0 0 26 22 0 0 0 63 13 0 171 11:15 AM 18 0 36 0 0 0 0 0 14 24 0 1 0 72 21 0 186 11:30 AM 18 1 37 0 0 0 0 0 20 22 0 0 0 61 16 0 175 11:45 AM 18 0 40 0 0 0 0 0 11 29 0 0 0 64 16 0 178 710 12:00 PM 19 0 37 0 0 0 0 0 22 19 0 0 0 57 14 0 168 707 12:15 PM 25 0 41 0 0 0 0 0 17 17 0 0 0 58 14 0 172 693 12:30 PM 21 0 34 0 0 0 0 0 17 19 0 0 0 64 16 0 171 689 12:45 PM 21 1 51 0 0 0 0 0 23 24 0 0 0 49 10 0 179 690 1:00 PM 23 0 45 0 0 0 0 0 19 29 0 0 0 61 10 0 187 709 1:15 PM 19 0 44 0 0 0 0 0 25 32 0 0 0 72 18 0 210 747 1:30 PM 23 0 43 0 0 0 0 0 17 27 0 0 0 45 11 0 166 742 1:45 PM 14 0 44 0 0 0 0 0 19 35 0 0 0 64 16 0 192 755 Peak 15-MinPeak 15-Min FlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU All Vehicles 76 0 176 0 0 0 0 0 100 128 0 0 0 288 72 0 840 Heavy Trucks 36 0 4 0 0 0 44 12 0 0 12 4 112 Buses Pedestrians 4 0 0 0 4 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 11/8/2021 12:03 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 243 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: US 11 -- Rest Church Rd QC JOB #: QC JOB #: 15604810 CITY/STATE: CITY/STATE: Frederick, VA DATE: DATE: Thu, Oct 28 2021 681 175 347 214 120 487 78 39 139 188 0.910.91 88 322 56 12 321 52 58 13 282 123 Peak-Hour: 6:45 AM -- 7:45 AMPeak-Hour: 6:45 AM -- 7:45 AM Peak 15-Min: 7:30 AM -- 7:45 AMPeak 15-Min: 7:30 AM -- 7:45 AM 1.3 2.3 1.4 1.4 0.8 2.9 3.8 0 2.2 0 3.4 3.7 16.1 0 0.3 11.5 1.7 0 4.3 5.7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 15-Min Count15-Min CountPeriod Period Beginning AtBeginning At US 11US 11 (Northbound)(Northbound) US 11US 11 (Southbound)(Southbound) Rest Church RdRest Church Rd (Eastbound)(Eastbound) Rest Church RdRest Church Rd (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU 6:00 AM 9 12 5 0 9 31 58 0 4 13 10 0 4 10 6 0 171 6:15 AM 14 10 1 0 22 58 64 0 8 24 10 0 1 4 9 0 225 6:30 AM 9 6 2 0 15 43 79 0 13 32 16 0 9 12 7 0 243 6:45 AM 10 14 5 0 29 50 86 0 15 67 19 0 2 15 7 0 319 958 7:00 AM 12 10 3 0 21 48 80 0 24 46 11 0 4 20 9 0 288 1075 7:15 AM 16 11 4 0 34 45 80 0 22 44 15 0 5 23 11 0 310 1160 7:30 AM 14 23 1 0 36 71 101 0 17 31 11 0 1 30 12 0 348 1265 7:45 AM 6 14 2 0 18 53 99 0 23 10 17 0 4 20 9 0 275 1221 8:00 AM 10 29 1 0 10 31 74 0 26 9 17 0 5 10 11 0 233 1166 8:15 AM 11 23 2 0 25 50 77 0 14 11 14 0 3 14 9 0 253 1109 8:30 AM 10 30 0 0 16 53 66 0 19 10 12 0 3 17 15 0 251 1012 8:45 AM 16 25 0 0 9 37 43 0 28 17 16 0 1 16 10 0 218 955 Peak 15-MinPeak 15-MinFlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU All Vehicles 56 92 4 0 144 284 404 0 68 124 44 0 4 120 48 0 1392 Heavy Trucks 12 0 0 4 8 12 0 0 8 0 4 0 48 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 11/8/2021 12:03 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 244 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: US 11 -- Rest Church Rd QC JOB #: QC JOB #: 15604811 CITY/STATE: CITY/STATE: Frederick, VA DATE: DATE: Thu, Oct 28 2021 457 726 211 173 73 429 276 126 312 151 0.900.90 162 503 76 24 234 56 324 10 273 390 Peak-Hour: 5:15 PM -- 6:15 PMPeak-Hour: 5:15 PM -- 6:15 PM Peak 15-Min: 6:00 PM -- 6:15 PMPeak 15-Min: 6:00 PM -- 6:15 PM 1.5 0.8 2.4 1.2 0 3 0.7 0.8 2.2 1.3 3.7 1.4 3.9 0 1.3 3.6 0.9 10 1.8 1.5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 15-Min Count15-Min CountPeriod Period Beginning AtBeginning At US 11US 11 (Northbound)(Northbound) US 11US 11 (Southbound)(Southbound) Rest Church RdRest Church Rd (Eastbound)(Eastbound) Rest Church RdRest Church Rd (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU 4:00 PM 16 61 1 0 11 44 57 0 76 22 16 0 2 25 25 0 356 4:15 PM 20 90 0 0 7 40 59 0 54 13 15 0 3 13 13 0 327 4:30 PM 14 82 1 0 6 66 67 0 75 20 15 0 5 22 16 0 389 4:45 PM 21 99 1 0 14 44 51 0 79 19 13 0 3 16 20 0 380 1452 5:00 PM 14 84 1 0 14 42 93 0 79 14 15 0 3 19 19 0 397 1493 5:15 PM 12 82 5 0 17 35 62 0 86 26 22 0 1 25 33 0 406 1572 5:30 PM 12 84 1 0 15 46 44 0 72 32 25 0 6 46 31 0 414 1597 5:45 PM 22 89 2 0 20 35 52 0 54 41 15 0 3 18 30 0 381 1598 6:00 PM 10 69 2 0 21 57 53 0 64 52 14 0 14 73 32 0 461 1662 6:15 PM 14 71 3 0 24 36 46 0 65 40 8 0 3 33 17 0 360 1616 6:30 PM 9 51 2 0 11 25 42 0 59 25 13 0 2 16 13 0 268 1470 6:45 PM 11 44 1 0 9 28 39 0 47 9 7 0 1 10 10 0 216 1305 Peak 15-MinPeak 15-MinFlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU All Vehicles 40 276 8 0 84 228 212 0 256 208 56 0 56 292 128 0 1844 Heavy Trucks 0 0 0 0 0 4 4 0 4 0 12 4 28 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 11/8/2021 12:03 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 245 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: US 11 -- Rest Church Rd QC JOB #: QC JOB #: 15604812 CITY/STATE: CITY/STATE: Frederick, VA DATE: DATE: Sat, Oct 30 2021 441 471 201 187 53 293 194 63 127 55 0.890.89 48 300 51 16 116 44 214 8 254 266 Peak-Hour: 1:00 PM -- 2:00 PMPeak-Hour: 1:00 PM -- 2:00 PM Peak 15-Min: 1:15 PM -- 1:30 PMPeak 15-Min: 1:15 PM -- 1:30 PM 0.5 0.4 0.5 0.5 0 2.7 1 0 3.9 14.5 10.4 5 9.8 0 6.9 4.5 0 0 2.4 0.8 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 15-Min Count15-Min CountPeriod Period Beginning AtBeginning At US 11US 11 (Northbound)(Northbound) US 11US 11 (Southbound)(Southbound) Rest Church RdRest Church Rd (Eastbound)(Eastbound) Rest Church RdRest Church Rd (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU 11:00 AM 11 45 0 0 18 41 57 0 34 6 15 0 3 6 21 0 257 11:15 AM 18 45 2 0 18 52 61 0 37 18 7 0 7 18 22 0 305 11:30 AM 16 47 1 0 15 47 46 0 30 12 16 0 6 16 19 0 271 11:45 AM 16 44 1 0 8 53 53 0 42 17 6 0 3 14 9 0 266 1099 12:00 PM 16 46 0 0 18 53 38 0 39 9 11 0 5 12 26 0 273 1115 12:15 PM 9 44 2 0 11 41 50 0 43 8 8 0 2 11 17 0 246 1056 12:30 PM 10 42 1 0 16 54 55 0 32 9 15 0 1 15 21 0 271 1056 12:45 PM 7 42 2 0 9 55 37 0 39 14 12 0 3 15 17 0 252 1042 1:00 PM 8 54 2 0 11 52 50 0 47 12 9 0 3 10 12 0 270 1039 1:15 PM 16 55 2 0 15 52 57 0 49 20 12 0 6 14 19 0 317 1110 1:30 PM 5 54 2 0 12 39 37 0 51 7 12 0 6 19 12 0 256 1095 1:45 PM 15 51 2 0 15 44 57 0 47 16 18 0 1 5 20 0 291 1134 Peak 15-MinPeak 15-Min FlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU All Vehicles 64 220 8 0 60 208 228 0 196 80 48 0 24 56 76 0 1268 Heavy Trucks 4 0 0 0 4 0 4 16 0 0 8 0 36 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 11/8/2021 12:03 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 246 HILLWOOD WHITEHALL January 2017 Project # HILW1604TRAFFIC IMPACT STUDY NOT TO SCALE 100(100) 1 1,000 1 Rest Church Rd I-81 SBRamp2 I-81 NBRamp3 Route 114 6 89 7 5 Woodbine RdRoute 11Rest Church Rd Rest Church Rd Rest Churc h R d Route 11Martinsburg PikeRoute 659 Woodbine R d Route 669Interstate 81SITE 0 (0)259 (66)126 (199) 166 (130) 79 (131) 75 (126) 71 (296) 55 (73)311 (158)172 (135)114 (152)2 (3)28 (58)45 (90)84 (310)56 (153)0 (2)52 (244)75 (73) 282 (176) 106 (245) 232 (84) 20 (87) 28 (122)0 (0)55 (235)2,320 2,360 6,370 7,900 6,730 2,240 9,780 5,120 5,120 370 4,340 6,370 6,610 6,710 FUTURE INTERSECTION FUTURE INTERSECTION FUTURE INTERSECTION FUTURE INTERSECTION FUTURE INTERSECTION 2 3 1 9 January 9, 2017 Page | 28 247 Appendix C Level of Service Description 248 Fruit Hill Property January 2023 Appendix C Kittelson & Associates, Inc. C1 APPENDIX C LEVEL-OF-SERVICE CONCEPT Level of service (LOS) is a concept developed to quantify the degree of comfort (including such elements as travel time, number of stops, total amount of stopped delay, and impediments caused by oth er vehicles) afforded to drivers as they travel through an intersection or roadway segment. Six grades are used to denote the various level of service from “A” to “F”.2 Signalized Intersections The six level-of-service grades are described qualitatively for signalized intersections in Table C1. Additionally, Table C2 identifies the relationship between level of service and average control delay per vehicle. Control delay is defined to include initial deceleration delay, queue move-up time, stopped delay, and final acceleration delay. Using this definition, Level of Service “D” is generally considered to represent the minimum acceptable design standard. Table C1 Level-of-Service Definitions (Signalized Intersections) Level of Service Average Delay per Vehicle A Very low average control delay, less than 10 seconds per vehicle. This 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. B Average control delay is greater than 10 seconds per vehicle and less than or equal to 20 seconds per vehicle. This generally occurs with good progression and/or short cycle lengths. More vehicles stop than for a level of service A, causing higher levels of average delay. C Average control delay is greater than 20 seconds per vehicle and less than or equal to 35 seconds per vehicle. These higher delays may result from fair progression and/or longer cycle lengths. Individual cycle failures may begin to appear at this level. The number of vehicles stopping is significant at this level, although many still pass through the intersection without stopping. D Average control delay is greater than 35 seconds per vehicle and less than or equal to 55 seconds per vehicle. The influence of congestion becomes more noticeable. Longer delays may result from some combination of unfavorable progression, long cycle length, or high volume/capacity ratios. Many vehicles stop, and the proportion of vehicles not stopping declines. Individual cycle failures are noticeable. E Average control delay is greater than 55 seconds per vehicle and less than or equal to 80 seconds per vehicle. This is usually considered to be the limit of acceptable delay. These high delay values generally (but not always) indicate poor progression, long cycle lengths, and high volume/capacity ratios. Individual cycle failures are frequent occurrences. F Average control delay is in excess of 80 seconds per vehicle. This is considered to be unacceptable to most drivers. This condition often occurs with oversaturation. It may also occur at high volume/capacity ratios below 1.0 with many individual cycle failures. Poor progression and long cycle lengths may also contribute to such high delay values. Most of the material in this Appendix is adapted from the Transportation Research Board, Highway Capacity Manual, (2016). 2 Most of the material in this Appendix is adapted from the Transportation Research Board, Highway Capacity Manual, (2016). 249 Fruit Hill Property January 2023 Appendix C Kittelson & Associates, Inc. C2 Table C2 Level-of-Service Criteria for Signalized Intersections Level of Service Average Control Delay per Vehicle (Seconds) A <10.0 B >10 and (20 C >20 and (35 D >35 and (55 E >55 and (80 F >80 Unsignalized Intersections Unsignalized intersections include two-way stop-controlled (TWSC) and all-way stop-controlled (AWSC) intersections. The 2010 Highway Capacity Manual (HCM) provides models for estimating control delay at both TWSC and AWSC intersections. A qualitative description of the various service levels associated with an unsignalized intersection is presented in Table C3. A quantitative definition of level of service for unsignalized intersections is presented in Table C4. Using this definition, Level of Service “E” is generally considered to represent the minimum acceptable design standard. Table C3 Level-of-Service Criteria for Unsignalized Intersections Level of Service Average Delay per Vehicle to Minor Street A • Nearly all drivers find freedom of operation. • Very seldom is there more than one vehicle in queue. B • Some drivers begin to consider the delay an inconvenience. • Occasionally there is more than one vehicle in queue. C • Many times, there is more than one vehicle in queue. • Most drivers feel restricted, but not objectionably so. D • Often there is more than one vehicle in queue. • Drivers feel quite restricted. E • Represents a condition in which the demand is near or equal to the probable maximum number of vehicles that can be accommodated by the movement. • There is almost always more than one vehicle in queue. • Drivers find the delays approaching intolerable levels. F • Forced flow. • Represents an intersection failure condition that is caused by geometric and/or operational constraints external to the intersection. 250 Fruit Hill Property January 2023 Appendix C Kittelson & Associates, Inc. C3 Table C4 Level-of-Service Criteria for Unsignalized Intersections It should be noted that the level-of-service criteria for unsignalized intersections are somewhat different than the criteria used 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, there are a number of driver behavior considerations that combine to make delays at signalized intersections less galling than at unsignalized intersections. For example, drivers at signalized intersections are able to relax during the red interval, while drivers on the minor street approaches to TWSC 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 intersections than signalized intersections. For these reasons, it is considered that the control delay threshold for any given level of servic e is less for an unsignalized intersection than for a signalized intersection. While overall intersection level of service is calculated for AWSC intersections, level of service is only calculated for the minor approaches and the major street left turn movements at TWSC intersections. No delay is assumed to the major street through movements. For TWSC intersections, the overall intersection level of service remains undefined: level of service is only calculated for each minor street lane. In the performance evaluation of TWSC intersections, it is important to consider other measures of effectiveness (MOEs) in addition to delay, such as v/c ratios for individual movements, average queue lengths, and 95th-percentile queue lengths. By focusing on a single MOE for the worst movement only, such as delay for the minor-street left turn, users may make inappropriate traffic control decisions. The potential for making such inappropriate decisions is likely to be particularly pronounced when the HCM level-of-service thresholds are adopted as legal standards, as is the case in many public agencies. Level of Service Average Control Delay per Vehicle (Seconds) A <10.0 B >10.0 and (15.0 C >15.0 and (25.0 D >25.0 and (35.0 E >35.0 and (50.0 F >50.0 251 Appendix D Existing Conditions Operational Worksheets 252 HCM 6th TWSC Fruit Hill Property 1: Zachary Ann Ln & Rest Church Rd Weekday AM - 2021 Existing Fruit Hill Property Synchro 11 Report Weekday AM - 2021 Existing Page 1 Intersection Int Delay, s/veh 4.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 116 1 24 53 1 98 Future Vol, veh/h 116 1 24 53 1 98 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 100 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 100 11 7 100 96 Mvmt Flow 129 1 27 59 1 109 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 130 0 243 130 Stage 1 - - - - 130 - Stage 2 - - - - 113 - Critical Hdwy - - 4.21 - 7.4 7.16 Critical Hdwy Stg 1 - - - - 6.4 - Critical Hdwy Stg 2 - - - - 6.4 - Follow-up Hdwy - - 2.299 - 4.4 4.164 Pot Cap-1 Maneuver - - 1402 - 574 719 Stage 1 - - - - 702 - Stage 2 - - - - 717 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1402 - 563 719 Mov Cap-2 Maneuver - - - - 563 - Stage 1 - - - - 702 - Stage 2 - - - - 703 - Approach EB WB NB HCM Control Delay, s 0 2.4 10.9 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 717 - - 1402 - HCM Lane V/C Ratio 0.153 - - 0.019 - HCM Control Delay (s) 10.9 - - 7.6 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0.5 - - 0.1 - 253 Queues Fruit Hill Property 2: I-81 SB Ramps & Rest Church Rd Weekday AM - 2021 Existing Fruit Hill Property Synchro 11 Report Weekday AM - 2021 Existing Page 2 Lane Group EBT WBL WBT SBT SBR Lane Group Flow (vph) 329 372 131 106 128 v/c Ratio 0.28 0.74 0.08 0.39 0.43 Control Delay 11.2 42.0 8.4 34.3 10.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 11.2 42.0 8.4 34.3 10.6 Queue Length 50th (ft) 18 200 9 49 0 Queue Length 95th (ft) 46 280 45 91 43 Internal Link Dist (ft) 202 481 849 Turn Bay Length (ft) 640 Base Capacity (vph) 1180 667 1722 323 331 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.28 0.56 0.08 0.33 0.39 Intersection Summary 254 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 2: I-81 SB Ramps & Rest Church Rd Weekday AM - 2021 Existing Fruit Hill Property Synchro 11 Report Weekday AM - 2021 Existing Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 126 166 331 117 0 0 0 0 93 2 114 Future Volume (vph) 0 126 166 331 117 0 0 0 0 93 2 114 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.1 6.2 8.0 8.0 Lane Util. Factor 0.91 1.00 0.95 1.00 1.00 Frt 0.91 1.00 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3456 1787 2597 1726 1214 Flt Permitted 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 3456 1787 2597 1726 1214 Peak-hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Adj. Flow (vph) 0 142 187 372 131 0 0 0 0 104 2 128 RTOR Reduction (vph) 0 130 0 0 0 0 0 0 0 0 0 108 Lane Group Flow (vph) 0 199 0 372 131 0 0 0 0 0 106 20 Heavy Vehicles (%) 0% 39% 36% 1% 39% 0% 0% 0% 0% 5% 0% 33% Turn Type NA Prot NA Split NA Perm Protected Phases 2 1 6 3 3 Permitted Phases 3 Actuated Green, G (s) 24.3 22.7 53.1 12.7 12.7 Effective Green, g (s) 24.3 22.7 53.1 12.7 12.7 Actuated g/C Ratio 0.30 0.28 0.66 0.16 0.16 Clearance Time (s) 6.2 6.1 6.2 8.0 8.0 Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0 Lane Grp Cap (vph) 1049 507 1723 274 192 v/s Ratio Prot c0.06 c0.21 0.05 c0.06 v/s Ratio Perm 0.02 v/c Ratio 0.19 0.73 0.08 0.39 0.11 Uniform Delay, d1 20.6 25.9 4.8 30.2 28.8 Progression Factor 1.00 1.30 1.64 1.00 1.00 Incremental Delay, d2 0.4 5.7 0.1 1.2 0.3 Delay (s) 21.0 39.5 7.9 31.4 29.1 Level of Service C D A C C Approach Delay (s) 21.0 31.3 0.0 30.2 Approach LOS C C A C Intersection Summary HCM 2000 Control Delay 27.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.44 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3 Intersection Capacity Utilization 52.7% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 255 Queues Fruit Hill Property 3: I-81 NB Ramps & Rest Church Rd Weekday AM - 2021 Existing Fruit Hill Property Synchro 11 Report Weekday AM - 2021 Existing Page 4 Lane Group EBL EBT WBT WBR NBT NBR Lane Group Flow (vph) 89 132 396 96 77 175 v/c Ratio 0.21 0.06 0.23 0.11 0.24 0.48 Control Delay 12.1 9.8 10.3 1.2 1.8 9.5 Queue Delay 0.0 0.0 0.2 0.0 0.0 0.0 Total Delay 12.1 9.8 10.5 1.2 1.8 9.5 Queue Length 50th (ft) 22 16 62 0 0 0 Queue Length 95th (ft) 46 31 83 0 0 49 Internal Link Dist (ft) 481 191 609 Turn Bay Length (ft) 480 Base Capacity (vph) 433 2328 1754 865 369 432 Starvation Cap Reductn 0 0 698 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.21 0.06 0.38 0.11 0.21 0.41 Intersection Summary 256 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 3: I-81 NB Ramps & Rest Church Rd Weekday AM - 2021 Existing Fruit Hill Property Synchro 11 Report Weekday AM - 2021 Existing Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 88 131 0 0 392 95 56 0 193 0 0 0 Future Volume (vph) 88 131 0 0 392 95 56 0 193 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 Frt 1.00 1.00 1.00 0.85 0.96 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.96 1.00 Satd. Flow (prot) 1165 3438 3505 1568 1158 1490 Flt Permitted 0.43 1.00 1.00 1.00 0.96 1.00 Satd. Flow (perm) 524 3438 3505 1568 1158 1490 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 89 132 0 0 396 96 57 0 195 0 0 0 RTOR Reduction (vph) 0 0 0 0 0 50 0 67 151 0 0 0 Lane Group Flow (vph) 89 132 0 0 396 46 0 10 24 0 0 0 Heavy Vehicles (%) 55% 5% 0% 0% 3% 3% 59% 0% 3% 0% 0% 0% Turn Type pm+pt NA NA Perm Perm NA Perm Protected Phases 5 2 6 4 Permitted Phases 2 6 4 4 Actuated Green, G (s) 54.2 54.2 38.4 38.4 10.9 10.9 Effective Green, g (s) 54.2 54.2 38.4 38.4 10.9 10.9 Actuated g/C Ratio 0.68 0.68 0.48 0.48 0.14 0.14 Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7 Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0 Lane Grp Cap (vph) 415 2329 1682 752 157 203 v/s Ratio Prot c0.02 0.04 c0.11 v/s Ratio Perm 0.12 0.03 0.01 c0.02 v/c Ratio 0.21 0.06 0.24 0.06 0.07 0.12 Uniform Delay, d1 5.0 4.3 12.2 11.1 30.1 30.3 Progression Factor 2.20 2.10 0.77 1.75 1.00 1.00 Incremental Delay, d2 0.3 0.0 0.3 0.1 0.4 0.5 Delay (s) 11.3 9.1 9.7 19.7 30.5 30.9 Level of Service B A A B C C Approach Delay (s) 10.0 11.6 30.8 0.0 Approach LOS B B C A Intersection Summary HCM 2000 Control Delay 16.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.22 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1 Intersection Capacity Utilization 52.7% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 257 Queues Fruit Hill Property 4: US 11 & Rest Church Rd Weekday AM - 2021 Existing Fruit Hill Property Synchro 11 Report Weekday AM - 2021 Existing Page 6 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 86 271 13 97 43 57 64 14 132 235 381 v/c Ratio 0.40 0.28 0.08 0.25 0.11 0.34 0.11 0.02 0.65 0.37 0.48 Control Delay 32.3 15.5 34.7 34.3 0.6 39.2 20.8 0.1 51.0 23.2 4.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 32.3 15.5 34.7 34.3 0.6 39.2 20.8 0.1 51.0 23.2 4.8 Queue Length 50th (ft) 38 32 6 23 0 27 23 0 64 91 0 Queue Length 95th (ft) 48 53 23 46 0 62 51 0 #146 154 59 Internal Link Dist (ft) 191 394 920 966 Turn Bay Length (ft) 250 150 280 240 290 Base Capacity (vph) 258 985 162 393 394 172 594 671 204 629 788 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.33 0.28 0.08 0.25 0.11 0.33 0.11 0.02 0.65 0.37 0.48 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 258 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 4: US 11 & Rest Church Rd Weekday AM - 2021 Existing Fruit Hill Property Synchro 11 Report Weekday AM - 2021 Existing Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 78 188 58 12 88 39 52 58 13 120 214 347 Future Volume (vph) 78 188 58 12 88 39 52 58 13 120 214 347 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 7.1 5.5 6.8 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1736 3355 1805 3505 1615 1612 1863 1615 1787 1881 1599 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1736 3355 1805 3505 1615 1612 1863 1615 1787 1881 1599 Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 86 207 64 13 97 43 57 64 14 132 235 381 RTOR Reduction (vph) 0 32 0 0 0 35 0 0 10 0 0 279 Lane Group Flow (vph) 86 239 0 13 97 8 57 64 4 132 235 102 Heavy Vehicles (%) 4% 0% 16% 0% 3% 0% 12% 2% 0% 1% 1% 1% Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 3 8 7 4 5 2 1 6 Permitted Phases 4 2 6 Actuated Green, G (s) 9.9 22.7 1.4 14.2 14.2 8.4 20.2 20.2 9.1 21.4 21.4 Effective Green, g (s) 9.9 22.7 1.4 14.2 14.2 8.4 20.2 20.2 9.1 21.4 21.4 Actuated g/C Ratio 0.12 0.28 0.02 0.18 0.18 0.11 0.25 0.25 0.11 0.27 0.27 Clearance Time (s) 7.1 5.5 6.8 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0 Lane Grp Cap (vph) 214 951 31 622 286 169 470 407 203 503 427 v/s Ratio Prot c0.05 c0.07 0.01 0.03 0.04 0.03 c0.07 c0.12 v/s Ratio Perm 0.00 0.00 0.06 v/c Ratio 0.40 0.25 0.42 0.16 0.03 0.34 0.14 0.01 0.65 0.47 0.24 Uniform Delay, d1 32.3 22.1 38.9 27.8 27.2 33.2 23.1 22.4 33.9 24.5 22.9 Progression Factor 0.85 0.76 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.6 0.2 18.0 0.2 0.1 1.6 0.6 0.0 8.0 3.1 1.3 Delay (s) 29.0 16.9 56.9 28.1 27.3 34.8 23.7 22.4 41.9 27.6 24.2 Level of Service C B E C C C C C D C C Approach Delay (s) 19.8 30.3 28.3 28.4 Approach LOS B C C C Intersection Summary HCM 2000 Control Delay 26.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.45 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 26.6 Intersection Capacity Utilization 50.7% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 259 Queuing and Blocking Report Fruit Hill Property Weekday AM - 2021 Existing Weekday AM - 2021 Existing Fruit Hill Property SimTraffic Report Weekday AM - 2021 Existing Page 1 Intersection: 1: Zachary Ann Ln & Rest Church Rd Movement WB NB Directions Served L LR Maximum Queue (ft) 36 133 Average Queue (ft) 3 68 95th Queue (ft) 19 114 Link Distance (ft) 649 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 100 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: I-81 SB Ramps & Rest Church Rd Movement EB EB EB WB WB SB SB Directions Served T T TR L T LT R Maximum Queue (ft) 156 99 165 314 103 132 92 Average Queue (ft) 52 31 71 180 25 59 43 95th Queue (ft) 121 73 133 279 75 110 78 Link Distance (ft) 226 226 226 503 503 878 Upstream Blk Time (%) 0 0 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 640 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: I-81 NB Ramps & Rest Church Rd Movement EB EB EB WB WB WB NB NB Directions Served L T T T T R LTR R Maximum Queue (ft) 161 65 91 163 133 61 230 174 Average Queue (ft) 56 15 37 70 37 24 95 47 95th Queue (ft) 119 44 77 132 94 54 182 118 Link Distance (ft) 503 503 503 195 195 195 638 Upstream Blk Time (%) 0 0 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 480 Storage Blk Time (%) Queuing Penalty (veh) 260 Queuing and Blocking Report Fruit Hill Property Weekday AM - 2021 Existing Weekday AM - 2021 Existing Fruit Hill Property SimTraffic Report Weekday AM - 2021 Existing Page 2 Intersection: 4: US 11 & Rest Church Rd Movement EB EB EB WB WB WB WB NB NB NB SB SB Directions Served L T TR L T T R L T R L T Maximum Queue (ft) 136 115 131 39 88 84 49 110 74 22 150 170 Average Queue (ft) 63 51 61 10 38 30 22 34 20 4 75 71 95th Queue (ft) 121 98 113 32 77 70 47 79 52 17 129 131 Link Distance (ft) 195 195 195 427 427 427 945 980 Upstream Blk Time (%) 0 0 0 Queuing Penalty (veh) 0 0 0 Storage Bay Dist (ft) 250 150 280 240 Storage Blk Time (%) 0 Queuing Penalty (veh) 0 Intersection: 4: US 11 & Rest Church Rd Movement SB Directions Served R Maximum Queue (ft) 101 Average Queue (ft) 49 95th Queue (ft) 85 Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 290 Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 0 261 HCM 6th TWSC Fruit Hill Property 1: Zachary Ann Ln & Rest Church Rd Weekday PM - 2021 Existing Fruit Hill Property Synchro 11 Report Weekday PM - 2021 Existing Page 1 Intersection Int Delay, s/veh 2.2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 136 0 4 143 2 68 Future Vol, veh/h 136 0 4 143 2 68 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 110 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 82 82 82 82 82 82 Heavy Vehicles, % 1 0 100 1 0 82 Mvmt Flow 166 0 5 174 2 83 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 166 0 350 166 Stage 1 - - - - 166 - Stage 2 - - - - 184 - Critical Hdwy - - 5.1 - 6.4 7.02 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 3.1 - 3.5 4.038 Pot Cap-1 Maneuver - - 985 - 651 707 Stage 1 - - - - 868 - Stage 2 - - - - 852 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 985 - 648 707 Mov Cap-2 Maneuver - - - - 648 - Stage 1 - - - - 868 - Stage 2 - - - - 848 - Approach EB WB NB HCM Control Delay, s 0 0.2 10.8 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 705 - - 985 - HCM Lane V/C Ratio 0.121 - - 0.005 - HCM Control Delay (s) 10.8 - - 8.7 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0.4 - - 0 - 262 Queues Fruit Hill Property 2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2021 Existing Fruit Hill Property Synchro 11 Report Weekday PM - 2021 Existing Page 2 Lane Group EBT WBL WBT SBT SBR Lane Group Flow (vph) 389 292 278 112 173 v/c Ratio 0.26 0.70 0.14 0.39 0.52 Control Delay 13.3 34.8 9.6 33.9 11.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 13.3 34.8 9.6 33.9 11.0 Queue Length 50th (ft) 29 144 14 52 0 Queue Length 95th (ft) 60 221 75 92 47 Internal Link Dist (ft) 202 481 849 Turn Bay Length (ft) 640 Base Capacity (vph) 1490 469 1919 479 442 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.26 0.62 0.14 0.23 0.39 Intersection Summary 263 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2021 Existing Fruit Hill Property Synchro 11 Report Weekday PM - 2021 Existing Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 212 130 257 245 0 0 0 0 96 3 152 Future Volume (vph) 0 212 130 257 245 0 0 0 0 96 3 152 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.1 6.2 8.0 8.0 Lane Util. Factor 0.91 1.00 0.95 1.00 1.00 Frt 0.94 1.00 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 4023 1770 2911 1744 1154 Flt Permitted 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 4023 1770 2911 1744 1154 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 0 241 148 292 278 0 0 0 0 109 3 173 RTOR Reduction (vph) 0 97 0 0 0 0 0 0 0 0 0 145 Lane Group Flow (vph) 0 292 0 292 278 0 0 0 0 0 112 28 Heavy Vehicles (%) 0% 17% 29% 2% 24% 0% 0% 0% 0% 4% 0% 40% Turn Type NA Prot NA Split NA Perm Protected Phases 2 1 6 3 3 Permitted Phases 3 Actuated Green, G (s) 27.7 18.9 52.7 13.1 13.1 Effective Green, g (s) 27.7 18.9 52.7 13.1 13.1 Actuated g/C Ratio 0.35 0.24 0.66 0.16 0.16 Clearance Time (s) 6.2 6.1 6.2 8.0 8.0 Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0 Lane Grp Cap (vph) 1392 418 1917 285 188 v/s Ratio Prot c0.07 c0.17 0.10 c0.06 v/s Ratio Perm 0.02 v/c Ratio 0.21 0.70 0.15 0.39 0.15 Uniform Delay, d1 18.4 27.9 5.2 29.9 28.7 Progression Factor 1.00 0.96 1.74 1.00 1.00 Incremental Delay, d2 0.3 5.0 0.1 1.2 0.5 Delay (s) 18.8 31.8 9.1 31.1 29.2 Level of Service B C A C C Approach Delay (s) 18.8 20.7 0.0 29.9 Approach LOS B C A C Intersection Summary HCM 2000 Control Delay 22.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.40 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3 Intersection Capacity Utilization 52.8% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 264 Queues Fruit Hill Property 3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2021 Existing Fruit Hill Property Synchro 11 Report Weekday PM - 2021 Existing Page 4 Lane Group EBL EBT WBT WBR NBT NBR Lane Group Flow (vph) 146 197 372 96 286 266 v/c Ratio 0.36 0.11 0.36 0.17 0.71 0.43 Control Delay 18.8 11.9 19.3 1.5 31.5 4.8 Queue Delay 0.0 0.0 0.0 0.0 0.5 0.1 Total Delay 18.8 11.9 19.3 1.5 32.0 4.9 Queue Length 50th (ft) 39 27 46 0 114 0 Queue Length 95th (ft) 90 42 128 0 186 48 Internal Link Dist (ft) 481 191 609 Turn Bay Length (ft) 480 Base Capacity (vph) 417 1825 1039 575 500 719 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 2 0 0 42 50 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.35 0.11 0.36 0.17 0.62 0.40 Intersection Summary 265 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2021 Existing Fruit Hill Property Synchro 11 Report Weekday PM - 2021 Existing Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 131 177 0 0 335 86 167 2 328 0 0 0 Future Volume (vph) 131 177 0 0 335 86 167 2 328 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 Frt 1.00 1.00 1.00 0.85 0.95 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.97 1.00 Satd. Flow (prot) 1399 3471 3539 1568 1302 1504 Flt Permitted 0.39 1.00 1.00 1.00 0.97 1.00 Satd. Flow (perm) 579 3471 3539 1568 1302 1504 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 146 197 0 0 372 96 186 2 364 0 0 0 RTOR Reduction (vph) 0 0 0 0 0 68 0 26 190 0 0 0 Lane Group Flow (vph) 146 197 0 0 372 28 0 260 76 0 0 0 Heavy Vehicles (%) 29% 4% 0% 0% 2% 3% 41% 0% 2% 0% 0% 0% Turn Type pm+pt NA NA Perm Perm NA Perm Protected Phases 5 2 6 4 Permitted Phases 2 6 4 4 Actuated Green, G (s) 42.1 42.1 23.5 23.5 23.0 23.0 Effective Green, g (s) 42.1 42.1 23.5 23.5 23.0 23.0 Actuated g/C Ratio 0.53 0.53 0.29 0.29 0.29 0.29 Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7 Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0 Lane Grp Cap (vph) 411 1826 1039 460 374 432 v/s Ratio Prot c0.05 0.06 0.11 v/s Ratio Perm c0.14 0.02 0.20 0.05 v/c Ratio 0.36 0.11 0.36 0.06 0.69 0.18 Uniform Delay, d1 10.5 9.5 22.3 20.3 25.4 21.4 Progression Factor 1.36 1.06 0.75 0.93 1.00 1.00 Incremental Delay, d2 0.7 0.1 0.9 0.2 6.9 0.4 Delay (s) 15.0 10.2 17.6 19.1 32.3 21.8 Level of Service B B B B C C Approach Delay (s) 12.3 17.9 27.3 0.0 Approach LOS B B C A Intersection Summary HCM 2000 Control Delay 20.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.52 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1 Intersection Capacity Utilization 52.8% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 266 Queues Fruit Hill Property 4: US 11 & Rest Church Rd Weekday PM - 2021 Existing Fruit Hill Property Synchro 11 Report Weekday PM - 2021 Existing Page 6 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 351 229 15 125 130 69 390 10 76 182 290 v/c Ratio 1.00 0.25 0.09 0.24 0.24 0.34 0.96 0.02 0.41 0.47 0.48 Control Delay 79.3 13.5 34.9 31.6 1.1 36.5 69.1 0.0 40.7 33.1 4.9 Queue Delay 30.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 109.6 13.5 34.9 31.6 1.1 36.5 69.1 0.0 40.7 33.1 4.9 Queue Length 50th (ft) 159 12 7 29 0 32 194 0 36 80 0 Queue Length 95th (ft) #306 35 24 52 0 66 #345 0 75 140 33 Internal Link Dist (ft) 191 394 920 966 Turn Bay Length (ft) 250 150 280 240 290 Base Capacity (vph) 351 909 162 511 535 244 407 581 188 386 598 Starvation Cap Reductn 30 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.09 0.25 0.09 0.24 0.24 0.28 0.96 0.02 0.40 0.47 0.48 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 267 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 4: US 11 & Rest Church Rd Weekday PM - 2021 Existing Fruit Hill Property Synchro 11 Report Weekday PM - 2021 Existing Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 305 117 83 13 109 113 60 339 9 66 158 252 Future Volume (vph) 305 117 83 13 109 113 60 339 9 66 158 252 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 7.1 5.5 6.8 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.94 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 3274 1805 3471 1615 1719 1881 1455 1770 1863 1583 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 3274 1805 3471 1615 1719 1881 1455 1770 1863 1583 Peak-hour factor, PHF 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Adj. Flow (vph) 351 134 95 15 125 130 69 390 10 76 182 290 RTOR Reduction (vph) 0 71 0 0 0 111 0 0 8 0 0 230 Lane Group Flow (vph) 351 158 0 15 125 19 69 390 2 76 182 60 Heavy Vehicles (%) 2% 3% 4% 0% 4% 0% 5% 1% 11% 2% 2% 2% Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 3 8 7 4 5 2 1 6 Permitted Phases 4 2 6 Actuated Green, G (s) 15.9 20.5 7.2 11.8 11.8 9.6 17.3 17.3 8.4 16.6 16.6 Effective Green, g (s) 15.9 20.5 7.2 11.8 11.8 9.6 17.3 17.3 8.4 16.6 16.6 Actuated g/C Ratio 0.20 0.26 0.09 0.15 0.15 0.12 0.22 0.22 0.11 0.21 0.21 Clearance Time (s) 7.1 5.5 6.8 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0 Lane Grp Cap (vph) 351 838 162 511 238 206 406 314 185 386 328 v/s Ratio Prot c0.20 0.05 0.01 c0.04 0.04 c0.21 c0.04 0.10 v/s Ratio Perm 0.01 0.00 0.04 v/c Ratio 1.00 0.19 0.09 0.24 0.08 0.33 0.96 0.01 0.41 0.47 0.18 Uniform Delay, d1 32.0 23.3 33.4 30.2 29.4 32.3 31.0 24.6 33.5 27.8 26.1 Progression Factor 0.92 0.93 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 46.9 0.5 0.5 0.5 0.3 1.3 34.9 0.0 2.0 1.9 0.6 Delay (s) 76.3 22.1 33.9 30.7 29.7 33.6 65.9 24.6 35.5 29.7 26.7 Level of Service E C C C C C E C D C C Approach Delay (s) 54.9 30.4 60.3 28.9 Approach LOS D C E C Intersection Summary HCM 2000 Control Delay 45.1 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.73 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 26.6 Intersection Capacity Utilization 64.3% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 268 Queuing and Blocking Report Fruit Hill Property Weekday PM - 2021 Existing Weekday PM - 2021 Existing Fruit Hill Property SimTraffic Report Weekday PM - 2021 Existing Page 1 Intersection: 1: Zachary Ann Ln & Rest Church Rd Movement WB NB Directions Served L LR Maximum Queue (ft) 27 111 Average Queue (ft) 2 55 95th Queue (ft) 17 95 Link Distance (ft) 649 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 110 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: I-81 SB Ramps & Rest Church Rd Movement EB EB EB WB WB WB SB SB Directions Served T T TR L T T LT R Maximum Queue (ft) 135 109 143 256 216 55 130 122 Average Queue (ft) 52 43 63 139 48 3 63 52 95th Queue (ft) 108 86 120 221 138 32 112 92 Link Distance (ft) 226 226 226 503 503 503 878 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 640 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: I-81 NB Ramps & Rest Church Rd Movement EB EB EB WB WB WB NB NB Directions Served L T T T T R LTR R Maximum Queue (ft) 169 74 100 156 159 64 499 390 Average Queue (ft) 71 24 42 72 62 26 231 149 95th Queue (ft) 135 61 83 132 122 53 452 357 Link Distance (ft) 503 503 503 195 195 195 638 Upstream Blk Time (%) 0 0 1 Queuing Penalty (veh) 0 0 0 Storage Bay Dist (ft) 480 Storage Blk Time (%) 3 0 Queuing Penalty (veh) 5 0 269 Queuing and Blocking Report Fruit Hill Property Weekday PM - 2021 Existing Weekday PM - 2021 Existing Fruit Hill Property SimTraffic Report Weekday PM - 2021 Existing Page 2 Intersection: 4: US 11 & Rest Church Rd Movement EB EB EB WB WB WB WB NB NB NB SB SB Directions Served L T TR L T T R L T R L T Maximum Queue (ft) 227 213 201 39 80 100 87 150 425 134 91 145 Average Queue (ft) 166 86 72 9 33 39 43 63 202 11 37 70 95th Queue (ft) 241 198 159 32 71 81 74 149 378 78 77 127 Link Distance (ft) 195 195 195 427 427 427 945 980 Upstream Blk Time (%) 12 3 1 Queuing Penalty (veh) 21 5 2 Storage Bay Dist (ft) 250 150 280 240 Storage Blk Time (%) 0 21 0 Queuing Penalty (veh) 1 15 0 Intersection: 4: US 11 & Rest Church Rd Movement SB Directions Served R Maximum Queue (ft) 82 Average Queue (ft) 38 95th Queue (ft) 67 Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 290 Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 48 270 Appendix E Existing Conditions – Mitigation Operational Worksheets 271 Queues Fruit Hill Property 2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2021 Existing - Mitigation Strategy #1 Weekday PM - 2021 Existing - Mitigation Strategy #1 Synchro 11 Report Weekday PM - 2021 Existing - Mitigation Strategy #1 Page 1 Lane Group EBT WBL WBT SBT SBR Lane Group Flow (vph) 389 292 278 112 173 v/c Ratio 0.26 0.69 0.14 0.39 0.52 Control Delay 13.4 31.4 12.2 34.0 11.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 13.4 31.4 12.2 34.0 11.0 Queue Length 50th (ft) 29 131 30 52 0 Queue Length 95th (ft) 60 206 90 92 47 Internal Link Dist (ft) 202 481 849 Turn Bay Length (ft) 640 Base Capacity (vph) 1481 552 1919 370 381 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.26 0.53 0.14 0.30 0.45 Intersection Summary 272 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2021 Existing - Mitigation Strategy #1 Weekday PM - 2021 Existing - Mitigation Strategy #1 Synchro 11 Report Weekday PM - 2021 Existing - Mitigation Strategy #1 Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 212 130 257 245 0 0 0 0 96 3 152 Future Volume (vph) 0 212 130 257 245 0 0 0 0 96 3 152 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.1 6.2 8.0 8.0 Lane Util. Factor 0.91 1.00 0.95 1.00 1.00 Frt 0.94 1.00 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 4023 1770 2911 1744 1154 Flt Permitted 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 4023 1770 2911 1744 1154 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 0 241 148 292 278 0 0 0 0 109 3 173 RTOR Reduction (vph) 0 97 0 0 0 0 0 0 0 0 0 145 Lane Group Flow (vph) 0 292 0 292 278 0 0 0 0 0 112 28 Heavy Vehicles (%) 0% 17% 29% 2% 24% 0% 0% 0% 0% 4% 0% 40% Turn Type NA Prot NA Split NA Perm Protected Phases 2 1 6 3 3 Permitted Phases 3 Actuated Green, G (s) 27.6 19.1 52.8 13.0 13.0 Effective Green, g (s) 27.6 19.1 52.8 13.0 13.0 Actuated g/C Ratio 0.35 0.24 0.66 0.16 0.16 Clearance Time (s) 6.2 6.1 6.2 8.0 8.0 Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0 Lane Grp Cap (vph) 1387 422 1921 283 187 v/s Ratio Prot c0.07 c0.17 0.10 c0.06 v/s Ratio Perm 0.02 v/c Ratio 0.21 0.69 0.14 0.40 0.15 Uniform Delay, d1 18.5 27.8 5.1 30.0 28.8 Progression Factor 1.00 0.86 2.23 1.00 1.00 Incremental Delay, d2 0.3 4.8 0.1 1.2 0.5 Delay (s) 18.9 28.6 11.5 31.2 29.3 Level of Service B C B C C Approach Delay (s) 18.9 20.3 0.0 30.0 Approach LOS B C A C Intersection Summary HCM 2000 Control Delay 22.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.40 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3 Intersection Capacity Utilization 52.8% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 273 Queues Fruit Hill Property 3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2021 Existing - Mitigation Strategy #1 Weekday PM - 2021 Existing - Mitigation Strategy #1 Synchro 11 Report Weekday PM - 2021 Existing - Mitigation Strategy #1 Page 3 Lane Group EBL EBT WBT WBR NBT NBR Lane Group Flow (vph) 146 197 372 96 286 266 v/c Ratio 0.35 0.11 0.36 0.17 0.72 0.43 Control Delay 17.7 12.1 17.7 1.4 32.3 4.9 Queue Delay 0.0 0.0 0.0 0.0 0.6 0.1 Total Delay 17.7 12.1 17.7 1.4 32.9 5.0 Queue Length 50th (ft) 37 25 45 0 114 0 Queue Length 95th (ft) 76 39 120 0 191 49 Internal Link Dist (ft) 481 191 609 Turn Bay Length (ft) 480 Base Capacity (vph) 427 1834 1038 574 484 703 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 40 46 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.34 0.11 0.36 0.17 0.64 0.40 Intersection Summary 274 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2021 Existing - Mitigation Strategy #1 Weekday PM - 2021 Existing - Mitigation Strategy #1 Synchro 11 Report Weekday PM - 2021 Existing - Mitigation Strategy #1 Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 131 177 0 0 335 86 167 2 328 0 0 0 Future Volume (vph) 131 177 0 0 335 86 167 2 328 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 Frt 1.00 1.00 1.00 0.85 0.95 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.97 1.00 Satd. Flow (prot) 1399 3471 3539 1568 1302 1504 Flt Permitted 0.39 1.00 1.00 1.00 0.97 1.00 Satd. Flow (perm) 579 3471 3539 1568 1302 1504 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 146 197 0 0 372 96 186 2 364 0 0 0 RTOR Reduction (vph) 0 0 0 0 0 68 0 26 190 0 0 0 Lane Group Flow (vph) 146 197 0 0 372 28 0 260 76 0 0 0 Heavy Vehicles (%) 29% 4% 0% 0% 2% 3% 41% 0% 2% 0% 0% 0% Turn Type pm+pt NA NA Perm Perm NA Perm Protected Phases 5 2 6 4 Permitted Phases 2 6 4 4 Actuated Green, G (s) 42.3 42.3 23.5 23.5 22.8 22.8 Effective Green, g (s) 42.3 42.3 23.5 23.5 22.8 22.8 Actuated g/C Ratio 0.53 0.53 0.29 0.29 0.29 0.29 Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7 Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0 Lane Grp Cap (vph) 414 1835 1039 460 371 428 v/s Ratio Prot c0.05 0.06 0.11 v/s Ratio Perm c0.14 0.02 0.20 0.05 v/c Ratio 0.35 0.11 0.36 0.06 0.70 0.18 Uniform Delay, d1 10.4 9.4 22.3 20.3 25.6 21.5 Progression Factor 1.30 1.11 0.69 0.88 1.00 1.00 Incremental Delay, d2 0.7 0.1 0.9 0.2 7.4 0.4 Delay (s) 14.2 10.5 16.2 18.2 32.9 22.0 Level of Service B B B B C C Approach Delay (s) 12.1 16.6 27.6 0.0 Approach LOS B B C A Intersection Summary HCM 2000 Control Delay 19.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.52 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1 Intersection Capacity Utilization 52.8% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 275 Queues Fruit Hill Property 4: US 11 & Rest Church Rd Weekday PM - 2021 Existing - Mitigation Strategy #1 Weekday PM - 2021 Existing - Mitigation Strategy #1 Synchro 11 Report Weekday PM - 2021 Existing - Mitigation Strategy #1 Page 5 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 351 229 15 125 130 69 390 10 76 182 290 v/c Ratio 0.83 0.26 0.10 0.36 0.27 0.38 0.91 0.02 0.43 0.43 0.47 Control Delay 44.1 14.0 35.2 36.8 1.4 39.4 58.9 0.0 42.0 30.5 4.4 Queue Delay 40.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 84.2 14.0 35.2 36.8 1.4 39.4 58.9 0.0 42.0 30.5 4.4 Queue Length 50th (ft) 151 15 7 31 0 33 191 0 36 79 0 Queue Length 95th (ft) #265 36 24 55 0 69 #333 0 75 133 31 Internal Link Dist (ft) 191 394 920 966 Turn Bay Length (ft) 250 150 280 240 290 Base Capacity (vph) 424 897 157 347 475 191 427 593 177 421 621 Starvation Cap Reductn 94 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.06 0.26 0.10 0.36 0.27 0.36 0.91 0.02 0.43 0.43 0.47 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 276 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 4: US 11 & Rest Church Rd Weekday PM - 2021 Existing - Mitigation Strategy #1 Weekday PM - 2021 Existing - Mitigation Strategy #1 Synchro 11 Report Weekday PM - 2021 Existing - Mitigation Strategy #1 Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 305 117 83 13 109 113 60 339 9 66 158 252 Future Volume (vph) 305 117 83 13 109 113 60 339 9 66 158 252 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 7.1 5.5 6.8 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.94 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 3274 1805 3471 1615 1719 1881 1455 1770 1863 1583 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 3274 1805 3471 1615 1719 1881 1455 1770 1863 1583 Peak-hour factor, PHF 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Adj. Flow (vph) 351 134 95 15 125 130 69 390 10 76 182 290 RTOR Reduction (vph) 0 71 0 0 0 117 0 0 8 0 0 224 Lane Group Flow (vph) 351 158 0 15 125 13 69 390 2 76 182 66 Heavy Vehicles (%) 2% 3% 4% 0% 4% 0% 5% 1% 11% 2% 2% 2% Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 3 8 7 4 5 2 1 6 Permitted Phases 4 2 6 Actuated Green, G (s) 19.2 20.2 7.0 8.0 8.0 8.6 18.2 18.2 8.0 18.1 18.1 Effective Green, g (s) 19.2 20.2 7.0 8.0 8.0 8.6 18.2 18.2 8.0 18.1 18.1 Actuated g/C Ratio 0.24 0.25 0.09 0.10 0.10 0.11 0.23 0.23 0.10 0.23 0.23 Clearance Time (s) 7.1 5.5 6.8 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0 Lane Grp Cap (vph) 424 826 157 347 161 184 427 331 177 421 358 v/s Ratio Prot c0.20 0.05 0.01 c0.04 0.04 c0.21 c0.04 0.10 v/s Ratio Perm 0.01 0.00 0.04 v/c Ratio 0.83 0.19 0.10 0.36 0.08 0.38 0.91 0.01 0.43 0.43 0.18 Uniform Delay, d1 28.8 23.5 33.6 33.6 32.7 33.2 30.1 23.9 33.9 26.5 25.0 Progression Factor 0.92 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 16.1 0.5 0.6 1.3 0.5 1.7 24.7 0.0 2.3 1.5 0.5 Delay (s) 42.6 22.9 34.1 34.9 33.1 35.0 54.9 23.9 36.1 28.0 25.5 Level of Service D C C C C C D C D C C Approach Delay (s) 34.8 34.0 51.3 27.8 Approach LOS C C D C Intersection Summary HCM 2000 Control Delay 36.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.73 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 26.6 Intersection Capacity Utilization 64.3% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 277 Queuing and Blocking Report Fruit Hill Property Weekday PM - 2021 Existing - Mitigation Strategy #1 Weekday PM - 2021 Existing - Mitigation Strategy #1 Fruit Hill Property SimTraffic Report Weekday PM - 2021 Existing - Mitigation Strategy #1 Page 1 Intersection: 1: Zachary Ann Ln & Rest Church Rd Movement WB NB Directions Served L LR Maximum Queue (ft) 23 105 Average Queue (ft) 1 51 95th Queue (ft) 12 91 Link Distance (ft) 649 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 110 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: I-81 SB Ramps & Rest Church Rd Movement EB EB EB WB WB WB SB SB Directions Served T T TR L T T LT R Maximum Queue (ft) 141 101 137 261 159 31 146 125 Average Queue (ft) 57 43 58 140 61 1 62 52 95th Queue (ft) 120 84 111 225 129 20 116 92 Link Distance (ft) 226 226 226 503 503 503 878 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 640 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: I-81 NB Ramps & Rest Church Rd Movement EB EB EB WB WB WB NB NB Directions Served L T T T T R LTR R Maximum Queue (ft) 164 66 83 138 123 58 341 286 Average Queue (ft) 69 18 38 61 51 25 177 101 95th Queue (ft) 129 51 76 112 103 51 296 239 Link Distance (ft) 503 503 503 195 195 195 638 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 480 Storage Blk Time (%) Queuing Penalty (veh) 278 Queuing and Blocking Report Fruit Hill Property Weekday PM - 2021 Existing - Mitigation Strategy #1 Weekday PM - 2021 Existing - Mitigation Strategy #1 Fruit Hill Property SimTraffic Report Weekday PM - 2021 Existing - Mitigation Strategy #1 Page 2 Intersection: 4: US 11 & Rest Church Rd Movement EB EB EB WB WB WB WB NB NB NB SB SB Directions Served L T TR L T T R L T R L T Maximum Queue (ft) 215 173 157 37 87 103 95 150 427 132 108 170 Average Queue (ft) 139 59 55 10 37 41 45 65 197 8 42 70 95th Queue (ft) 223 141 118 32 76 83 79 153 372 58 87 130 Link Distance (ft) 195 195 195 427 427 427 945 980 Upstream Blk Time (%) 3 0 0 Queuing Penalty (veh) 5 0 0 Storage Bay Dist (ft) 250 150 280 240 Storage Blk Time (%) 0 22 0 0 Queuing Penalty (veh) 1 16 0 0 Intersection: 4: US 11 & Rest Church Rd Movement SB Directions Served R Maximum Queue (ft) 90 Average Queue (ft) 39 95th Queue (ft) 71 Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 290 Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 23 279 Queues Fruit Hill Property 2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2021 Existing - Mitigation Scenario 2 Fruit Hill Property Synchro 11 Report Weekday PM - 2021 Existing - Mitigation Scenario 2 Page 1 Lane Group EBT WBL WBT SBT SBR Lane Group Flow (vph) 389 292 278 112 173 v/c Ratio 0.26 0.69 0.14 0.39 0.52 Control Delay 13.4 31.5 5.3 34.0 11.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 13.4 31.5 5.3 34.0 11.0 Queue Length 50th (ft) 29 156 48 52 0 Queue Length 95th (ft) 60 209 43 92 47 Internal Link Dist (ft) 202 481 849 Turn Bay Length (ft) 640 Base Capacity (vph) 1481 552 1919 370 381 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.26 0.53 0.14 0.30 0.45 Intersection Summary 280 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2021 Existing - Mitigation Scenario 2 Fruit Hill Property Synchro 11 Report Weekday PM - 2021 Existing - Mitigation Scenario 2 Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 212 130 257 245 0 0 0 0 96 3 152 Future Volume (vph) 0 212 130 257 245 0 0 0 0 96 3 152 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.1 6.2 8.0 8.0 Lane Util. Factor 0.91 1.00 0.95 1.00 1.00 Frt 0.94 1.00 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 4023 1770 2911 1744 1154 Flt Permitted 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 4023 1770 2911 1744 1154 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 0 241 148 292 278 0 0 0 0 109 3 173 RTOR Reduction (vph) 0 97 0 0 0 0 0 0 0 0 0 145 Lane Group Flow (vph) 0 292 0 292 278 0 0 0 0 0 112 28 Heavy Vehicles (%) 0% 17% 29% 2% 24% 0% 0% 0% 0% 4% 0% 40% Turn Type NA Prot NA Split NA Perm Protected Phases 2 1 6 3 3 Permitted Phases 3 Actuated Green, G (s) 27.6 19.1 52.8 13.0 13.0 Effective Green, g (s) 27.6 19.1 52.8 13.0 13.0 Actuated g/C Ratio 0.35 0.24 0.66 0.16 0.16 Clearance Time (s) 6.2 6.1 6.2 8.0 8.0 Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0 Lane Grp Cap (vph) 1387 422 1921 283 187 v/s Ratio Prot c0.07 c0.17 0.10 c0.06 v/s Ratio Perm 0.02 v/c Ratio 0.21 0.69 0.14 0.40 0.15 Uniform Delay, d1 18.5 27.8 5.1 30.0 28.8 Progression Factor 1.00 0.86 0.96 1.00 1.00 Incremental Delay, d2 0.3 4.8 0.1 1.2 0.5 Delay (s) 18.9 28.7 5.0 31.2 29.3 Level of Service B C A C C Approach Delay (s) 18.9 17.2 0.0 30.0 Approach LOS B B A C Intersection Summary HCM 2000 Control Delay 20.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.40 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3 Intersection Capacity Utilization 52.8% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 281 Queues Fruit Hill Property 3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2021 Existing - Mitigation Scenario 2 Fruit Hill Property Synchro 11 Report Weekday PM - 2021 Existing - Mitigation Scenario 2 Page 3 Lane Group EBL EBT WBT WBR NBT NBR Lane Group Flow (vph) 146 197 372 96 286 266 v/c Ratio 0.35 0.11 0.36 0.17 0.72 0.43 Control Delay 6.5 3.7 25.7 4.0 32.3 4.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.5 3.7 25.7 4.0 32.3 4.9 Queue Length 50th (ft) 9 6 91 0 114 0 Queue Length 95th (ft) 16 10 145 4 191 49 Internal Link Dist (ft) 481 191 609 Turn Bay Length (ft) 480 Base Capacity (vph) 427 1834 1038 574 484 703 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.34 0.11 0.36 0.17 0.59 0.38 Intersection Summary 282 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2021 Existing - Mitigation Scenario 2 Fruit Hill Property Synchro 11 Report Weekday PM - 2021 Existing - Mitigation Scenario 2 Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 131 177 0 0 335 86 167 2 328 0 0 0 Future Volume (vph) 131 177 0 0 335 86 167 2 328 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 Frt 1.00 1.00 1.00 0.85 0.95 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.97 1.00 Satd. Flow (prot) 1399 3471 3539 1568 1302 1504 Flt Permitted 0.39 1.00 1.00 1.00 0.97 1.00 Satd. Flow (perm) 579 3471 3539 1568 1302 1504 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 146 197 0 0 372 96 186 2 364 0 0 0 RTOR Reduction (vph) 0 0 0 0 0 68 0 26 190 0 0 0 Lane Group Flow (vph) 146 197 0 0 372 28 0 260 76 0 0 0 Heavy Vehicles (%) 29% 4% 0% 0% 2% 3% 41% 0% 2% 0% 0% 0% Turn Type pm+pt NA NA Perm Perm NA Perm Protected Phases 5 2 6 4 Permitted Phases 2 6 4 4 Actuated Green, G (s) 42.3 42.3 23.5 23.5 22.8 22.8 Effective Green, g (s) 42.3 42.3 23.5 23.5 22.8 22.8 Actuated g/C Ratio 0.53 0.53 0.29 0.29 0.29 0.29 Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7 Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0 Lane Grp Cap (vph) 414 1835 1039 460 371 428 v/s Ratio Prot c0.05 0.06 0.11 v/s Ratio Perm c0.14 0.02 0.20 0.05 v/c Ratio 0.35 0.11 0.36 0.06 0.70 0.18 Uniform Delay, d1 10.4 9.4 22.3 20.3 25.6 21.5 Progression Factor 0.35 0.33 1.01 3.63 1.00 1.00 Incremental Delay, d2 0.7 0.1 0.9 0.2 7.4 0.4 Delay (s) 4.4 3.2 23.4 74.0 32.9 22.0 Level of Service A A C E C C Approach Delay (s) 3.7 33.8 27.6 0.0 Approach LOS A C C A Intersection Summary HCM 2000 Control Delay 23.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.52 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1 Intersection Capacity Utilization 52.8% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 283 Queues Fruit Hill Property 4: US 11 & Rest Church Rd Weekday PM - 2021 Existing - Mitigation Scenario 2 Fruit Hill Property Synchro 11 Report Weekday PM - 2021 Existing - Mitigation Scenario 2 Page 5 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 197 383 15 125 130 69 390 10 76 182 290 v/c Ratio 0.68 0.63 0.08 0.36 0.35 0.38 0.68 0.02 0.42 0.32 0.42 Control Delay 44.9 26.9 33.9 36.8 2.6 39.4 32.1 0.0 41.8 24.1 5.1 Queue Delay 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 45.0 26.9 33.9 36.8 2.6 39.4 32.1 0.0 41.8 24.1 5.1 Queue Length 50th (ft) 97 73 7 31 0 33 174 0 36 72 0 Queue Length 95th (ft) 162 115 24 55 0 69 260 0 75 121 49 Internal Link Dist (ft) 191 394 920 966 Turn Bay Length (ft) 250 150 280 240 290 Base Capacity (vph) 317 663 180 347 373 191 574 597 179 568 685 Starvation Cap Reductn 2 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.63 0.58 0.08 0.36 0.35 0.36 0.68 0.02 0.42 0.32 0.42 Intersection Summary 284 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 4: US 11 & Rest Church Rd Weekday PM - 2021 Existing - Mitigation Scenario 2 Fruit Hill Property Synchro 11 Report Weekday PM - 2021 Existing - Mitigation Scenario 2 Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 305 117 83 13 109 113 60 339 9 66 158 252 Future Volume (vph) 305 117 83 13 109 113 60 339 9 66 158 252 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Lane Util. Factor 0.91 0.91 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1610 3173 1805 3471 1615 1719 1881 1455 1770 1863 1583 Flt Permitted 0.95 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1610 3173 1805 3471 1615 1719 1881 1455 1770 1863 1583 Peak-hour factor, PHF 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Adj. Flow (vph) 351 134 95 15 125 130 69 390 10 76 182 290 RTOR Reduction (vph) 0 38 0 0 0 117 0 0 7 0 0 202 Lane Group Flow (vph) 197 345 0 15 125 13 69 390 3 76 182 88 Heavy Vehicles (%) 2% 3% 4% 0% 4% 0% 5% 1% 11% 2% 2% 2% Turn Type Split NA Split NA Perm Prot NA Perm Prot NA Perm Protected Phases 8 8 4 4 5 2 1 6 Permitted Phases 4 2 6 Actuated Green, G (s) 14.5 14.5 8.0 8.0 8.0 8.6 24.4 24.4 8.1 24.4 24.4 Effective Green, g (s) 14.5 14.5 8.0 8.0 8.0 8.6 24.4 24.4 8.1 24.4 24.4 Actuated g/C Ratio 0.18 0.18 0.10 0.10 0.10 0.11 0.30 0.30 0.10 0.30 0.30 Clearance Time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0 Lane Grp Cap (vph) 291 575 180 347 161 184 573 443 179 568 482 v/s Ratio Prot c0.12 0.11 0.01 c0.04 0.04 c0.21 c0.04 0.10 v/s Ratio Perm 0.01 0.00 0.06 v/c Ratio 0.68 0.60 0.08 0.36 0.08 0.38 0.68 0.01 0.42 0.32 0.18 Uniform Delay, d1 30.6 30.1 32.7 33.6 32.7 33.2 24.4 19.4 33.8 21.4 20.5 Progression Factor 1.09 0.84 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 11.4 4.6 0.4 1.3 0.5 1.7 6.4 0.0 2.2 1.5 0.8 Delay (s) 44.8 29.8 33.1 34.9 33.1 35.0 30.8 19.4 36.0 22.9 21.3 Level of Service D C C C C C C B D C C Approach Delay (s) 34.9 34.0 31.2 23.9 Approach LOS C C C C Intersection Summary HCM 2000 Control Delay 30.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.59 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 25.0 Intersection Capacity Utilization 55.9% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 285 Queuing and Blocking Report Fruit Hill Property Weekday PM - 2021 Existing - Mitigation Scenario 2 Weekday PM - 2021 Existing - Mitigation Scenario 2 Fruit Hill Property SimTraffic Report Weekday PM - 2021 Existing - Mitigation Scenario 2 Page 1 Intersection: 2: I-81 SB Ramps & Rest Church Rd Movement EB EB EB WB WB WB SB SB Directions Served T T TR L T T LT R Maximum Queue (ft) 144 100 141 269 136 31 146 108 Average Queue (ft) 53 42 61 128 46 1 64 50 95th Queue (ft) 113 86 114 231 111 12 116 88 Link Distance (ft) 226 226 226 503 503 503 878 Upstream Blk Time (%) 0 0 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 640 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: I-81 NB Ramps & Rest Church Rd Movement EB EB EB WB WB WB NB NB Directions Served L T T T T R LTR R Maximum Queue (ft) 154 65 82 175 154 70 362 305 Average Queue (ft) 60 14 28 79 69 30 182 100 95th Queue (ft) 122 46 68 141 133 61 295 233 Link Distance (ft) 503 503 503 195 195 195 638 Upstream Blk Time (%) 0 0 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 480 Storage Blk Time (%) 0 Queuing Penalty (veh) 0 286 Queuing and Blocking Report Fruit Hill Property Weekday PM - 2021 Existing - Mitigation Scenario 2 Weekday PM - 2021 Existing - Mitigation Scenario 2 Fruit Hill Property SimTraffic Report Weekday PM - 2021 Existing - Mitigation Scenario 2 Page 2 Intersection: 4: US 11 & Rest Church Rd Movement EB EB EB WB WB WB WB NB NB NB SB SB Directions Served L LT TR L T T R L T R L T Maximum Queue (ft) 176 178 174 44 87 99 73 149 257 53 102 147 Average Queue (ft) 98 96 80 9 32 40 38 50 132 5 38 56 95th Queue (ft) 148 147 146 30 73 81 64 122 227 35 80 112 Link Distance (ft) 195 195 195 415 415 415 945 977 Upstream Blk Time (%) 0 0 0 Queuing Penalty (veh) 0 0 0 Storage Bay Dist (ft) 250 150 280 240 Storage Blk Time (%) 0 5 0 Queuing Penalty (veh) 0 4 0 Intersection: 4: US 11 & Rest Church Rd Movement SB Directions Served R Maximum Queue (ft) 66 Average Queue (ft) 31 95th Queue (ft) 57 Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 290 Storage Blk Time (%) Queuing Penalty (veh) Zone Summary Zone wide Queuing Penalty: 4 287 Appendix F In-Process Site Trips 288 SITE C:\Users\abutsick\appdata\local\temp\AcPublish_14568\26732 - ReportFigs.dwg Apr 12, 2022 - 3:01pm - abutsick Layout Tab: F1Net New Site-Generated Trips Arogas Parcel Frederick County, VA F1 Fruit Hill Property April 2022 FigureWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AM1 2 3 4 N 669 REST C H U R C H R D MACBE T H L N 670 81 11 MARTINSBURG PKWOOD B I N E R D 321 ZACHARY ANN LNSTAYMAN DRRUEBUCK RD 4 VI R G I N I AWE S T V I R G I N I A WEEKDAY PMWEEKDAY AM1 71 4 78 4 4 315 1 8 - ESTIMATED TRIP DISTRIBUTION* *TO MATCH ASSUMPTIONS IN 2017 WHITEHALL COMMERCE CENTER TIA AROGAS PARCEL 1 71 4 78 4 4 315 1 8 289 SITE C:\Users\abutsick\appdata\local\temp\AcPublish_14568\26732 - ReportFigs.dwg Apr 12, 2022 - 3:01pm - abutsick Layout Tab: F2Pass-by Trips Arogas Parcel Frederick County, VA F2 Fruit Hill Property April 2022 FigureWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AM1 2 3 4 N 669 REST C H U R C H R D MACBE T H L N 670 81 11 MARTINSBURG PKWOOD B I N E R D 321 ZACHARY ANN LNSTAYMAN DRRUEBUCK RD 4 VI R G I N I AWE S T V I R G I N I A WEEKDAY PMWEEKDAY AM44 44 4 4 8 1 8 - ESTIMATED TRIP DISTRIBUTION* *TO MATCH ASSUMPTIONS IN 2017 WHITEHALL COMMERCE CENTER TIA AROGAS PARCEL 1111 1111 11 11 22 3 22 NO PASS-BY TRIPS ASSOCIATED WITH THIS INTERSECTION NO PASS-BY TRIPS ASSOCIATED WITH THIS INTERSECTION -1-3290 SITE C:\Users\abutsick\appdata\local\temp\AcPublish_14568\26732 - ReportFigs.dwg Apr 12, 2022 - 3:01pm - abutsick Layout Tab: F3Net-New Site-Generated Trips Parcel 33-A-12 Frederick County, VA F3 Fruit Hill Property April 2022 FigureWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AM1 2 3 4 N 669 REST C H U R C H R D MACBE T H L N 670 81 11 MARTINSBURG PKWOOD B I N E R D 321 ZACHARY ANN LNSTAYMAN DRRUEBUCK RD 4 VI R G I N I AWE S T V I R G I N I A WEEKDAY PMWEEKDAY AM- ESTIMATED TRIP DISTRIBUTION* *TO MATCH ASSUMPTIONS IN 2017 WHITEHALL COMMERCE CENTER TIA PARCEL 33-A-12 5 1 345 5 1 3439 6 5 1111073 1 4 51 29 4 56 33 29 629111 291 SITE C:\Users\abutsick\appdata\local\temp\AcPublish_14568\26732 - ReportFigs.dwg Apr 12, 2022 - 3:01pm - abutsick Layout Tab: F4Net-New Site-Generated Trips Light Property Frederick County, VA F4 Fruit Hill Property April 2022 FigureWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AM1 2 3 4 N 669 REST C H U R C H R D MACBE T H L N 670 81 11 MARTINSBURG PKWOOD B I N E R D 321 ZACHARY ANN LNSTAYMAN DRRUEBUCK RD 4 VI R G I N I AWE S T V I R G I N I A WEEKDAY PMWEEKDAY AM- ESTIMATED TRIP DISTRIBUTION* *TO MATCH ASSUMPTIONS IN 2017 WHITEHALL COMMERCE CENTER TIA LIGHT PROPERTY 3 320 3 33 23 20 43616 3 233 3 2326 3 3 61749 292 SITE C:\Users\abutsick\appdata\local\temp\AcPublish_14568\26732 - ReportFigs.dwg Apr 12, 2022 - 3:01pm - abutsick Layout Tab: F5Net-New Site-Generated Trips Whitehall Commerce Center (Undeveloped Portions) Frederick County, VA F5 Fruit Hill Property April 2022 FigureWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AM1 2 3 4 N 669 REST C H U R C H R D MACBE T H L N 670 81 11 MARTINSBURG PKWOOD B I N E R D 321 ZACHARY ANN LNSTAYMAN DRRUEBUCK RD 4 VI R G I N I AWE S T V I R G I N I A WEEKDAY PMWEEKDAY AM- ESTIMATED TRIP DISTRIBUTION* *TO MATCH ASSUMPTIONS IN 2017 WHITEHALL COMMERCE CENTER TIA WHITEHALL COMMERCE CENTER 5 1 375 5 1 3742 6 5 51179 11 1 1 4 51 32 4 56 36 32 1211 68 9 293 Appendix G 2028 Background Traffic Conditions Operational Worksheets 294 HCM 6th TWSC Fruit Hill Property 1: Zachary Ann Ln & Rest Church Rd Weekday AM - 2028 Background Fruit Hill Property Synchro 11 Report Weekday AM - 2028 Background Page 1 Intersection Int Delay, s/veh 4.2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 138 1 26 59 1 105 Future Vol, veh/h 138 1 26 59 1 105 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 100 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 100 11 7 100 96 Mvmt Flow 153 1 29 66 1 117 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 154 0 278 154 Stage 1 - - - - 154 - Stage 2 - - - - 124 - Critical Hdwy - - 4.21 - 7.4 7.16 Critical Hdwy Stg 1 - - - - 6.4 - Critical Hdwy Stg 2 - - - - 6.4 - Follow-up Hdwy - - 2.299 - 4.4 4.164 Pot Cap-1 Maneuver - - 1373 - 545 695 Stage 1 - - - - 683 - Stage 2 - - - - 707 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1373 - 534 695 Mov Cap-2 Maneuver - - - - 534 - Stage 1 - - - - 683 - Stage 2 - - - - 692 - Approach EB WB NB HCM Control Delay, s 0 2.3 11.3 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 693 - - 1373 - HCM Lane V/C Ratio 0.17 - - 0.021 - HCM Control Delay (s) 11.3 - - 7.7 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0.6 - - 0.1 - 295 Queues Fruit Hill Property 2: I-81 SB Ramps & Rest Church Rd Weekday AM - 2028 Background Fruit Hill Property Synchro 11 Report Weekday AM - 2028 Background Page 2 Lane Group EBT WBL WBT SBT SBR Lane Group Flow (vph) 367 422 143 232 137 v/c Ratio 0.35 0.78 0.09 0.75 0.42 Control Delay 13.0 45.1 10.0 47.6 9.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 13.0 45.1 10.0 47.6 9.8 Queue Length 50th (ft) 24 228 13 110 0 Queue Length 95th (ft) 52 312 50 #205 45 Internal Link Dist (ft) 202 481 849 Turn Bay Length (ft) 640 Base Capacity (vph) 1058 667 1670 323 338 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.35 0.63 0.09 0.72 0.41 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 296 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 2: I-81 SB Ramps & Rest Church Rd Weekday AM - 2028 Background Fruit Hill Property Synchro 11 Report Weekday AM - 2028 Background Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 149 178 376 127 0 0 0 0 205 2 122 Future Volume (vph) 0 149 178 376 127 0 0 0 0 205 2 122 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.1 6.2 8.0 8.0 Lane Util. Factor 0.91 1.00 0.95 1.00 1.00 Frt 0.92 1.00 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3467 1787 2597 1725 1214 Flt Permitted 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 3467 1787 2597 1725 1214 Peak-hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Adj. Flow (vph) 0 167 200 422 143 0 0 0 0 230 2 137 RTOR Reduction (vph) 0 148 0 0 0 0 0 0 0 0 0 112 Lane Group Flow (vph) 0 220 0 422 143 0 0 0 0 0 232 25 Heavy Vehicles (%) 0% 39% 36% 1% 39% 0% 0% 0% 0% 5% 0% 33% Turn Type NA Prot NA Split NA Perm Protected Phases 2 1 6 3 3 Permitted Phases 3 Actuated Green, G (s) 21.0 24.3 51.4 14.4 14.4 Effective Green, g (s) 21.0 24.3 51.4 14.4 14.4 Actuated g/C Ratio 0.26 0.30 0.64 0.18 0.18 Clearance Time (s) 6.2 6.1 6.2 8.0 8.0 Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0 Lane Grp Cap (vph) 910 542 1668 310 218 v/s Ratio Prot c0.06 c0.24 0.06 c0.13 v/s Ratio Perm 0.02 v/c Ratio 0.24 0.78 0.09 0.75 0.11 Uniform Delay, d1 23.2 25.4 5.4 31.1 27.5 Progression Factor 1.00 1.40 1.75 1.00 1.00 Incremental Delay, d2 0.6 7.3 0.1 10.1 0.3 Delay (s) 23.9 42.8 9.6 41.2 27.8 Level of Service C D A D C Approach Delay (s) 23.9 34.4 0.0 36.2 Approach LOS C C A D Intersection Summary HCM 2000 Control Delay 31.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.58 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3 Intersection Capacity Utilization 54.4% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 297 Queues Fruit Hill Property 3: I-81 NB Ramps & Rest Church Rd Weekday AM - 2028 Background Fruit Hill Property Synchro 11 Report Weekday AM - 2028 Background Page 4 Lane Group EBL EBT WBT WBR NBT NBR Lane Group Flow (vph) 95 262 447 124 93 283 v/c Ratio 0.23 0.11 0.26 0.14 0.29 0.62 Control Delay 15.4 13.8 10.3 1.6 2.2 10.6 Queue Delay 0.0 0.0 0.3 0.0 0.0 0.0 Total Delay 15.4 13.8 10.6 1.6 2.2 10.6 Queue Length 50th (ft) 32 45 71 0 0 0 Queue Length 95th (ft) m52 m66 94 0 0 66 Internal Link Dist (ft) 481 191 884 Turn Bay Length (ft) 480 Base Capacity (vph) 415 2304 1732 857 374 513 Starvation Cap Reductn 0 0 696 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.23 0.11 0.43 0.14 0.25 0.55 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. 298 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 3: I-81 NB Ramps & Rest Church Rd Weekday AM - 2028 Background Fruit Hill Property Synchro 11 Report Weekday AM - 2028 Background Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 94 259 0 0 443 123 60 0 312 0 0 0 Future Volume (vph) 94 259 0 0 443 123 60 0 312 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 Frt 1.00 1.00 1.00 0.85 0.95 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.97 1.00 Satd. Flow (prot) 1165 3438 3505 1568 1186 1490 Flt Permitted 0.41 1.00 1.00 1.00 0.97 1.00 Satd. Flow (perm) 497 3438 3505 1568 1186 1490 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 95 262 0 0 447 124 61 0 315 0 0 0 RTOR Reduction (vph) 0 0 0 0 0 65 0 80 242 0 0 0 Lane Group Flow (vph) 95 262 0 0 447 59 0 13 41 0 0 0 Heavy Vehicles (%) 55% 5% 0% 0% 3% 3% 59% 0% 3% 0% 0% 0% Turn Type pm+pt NA NA Perm Perm NA Perm Protected Phases 5 2 6 4 Permitted Phases 2 6 4 4 Actuated Green, G (s) 53.6 53.6 37.9 37.9 11.5 11.5 Effective Green, g (s) 53.6 53.6 37.9 37.9 11.5 11.5 Actuated g/C Ratio 0.67 0.67 0.47 0.47 0.14 0.14 Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7 Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0 Lane Grp Cap (vph) 395 2303 1660 742 170 214 v/s Ratio Prot c0.02 0.08 c0.13 v/s Ratio Perm 0.14 0.04 0.01 c0.03 v/c Ratio 0.24 0.11 0.27 0.08 0.08 0.19 Uniform Delay, d1 5.2 4.7 12.7 11.5 29.7 30.2 Progression Factor 2.66 2.71 0.74 0.90 1.00 1.00 Incremental Delay, d2 0.4 0.1 0.4 0.2 0.4 0.9 Delay (s) 14.3 12.9 9.7 10.6 30.1 31.1 Level of Service B B A B C C Approach Delay (s) 13.2 9.9 30.8 0.0 Approach LOS B A C A Intersection Summary HCM 2000 Control Delay 16.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.26 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1 Intersection Capacity Utilization 54.4% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 299 Queues Fruit Hill Property 4: US 11 & Rest Church Rd Weekday AM - 2028 Background Fruit Hill Property Synchro 11 Report Weekday AM - 2028 Background Page 6 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 118 511 16 133 47 80 74 21 154 269 409 v/c Ratio 0.52 0.49 0.10 0.34 0.12 0.47 0.13 0.03 0.77 0.44 0.51 Control Delay 36.2 12.7 35.0 35.6 0.6 43.7 21.1 0.1 61.7 24.6 5.0 Queue Delay 0.0 0.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 36.2 13.3 35.0 35.6 0.6 43.7 21.1 0.1 61.7 24.6 5.0 Queue Length 50th (ft) 51 23 8 32 0 38 27 0 77 107 0 Queue Length 95th (ft) 64 74 26 60 0 81 57 0 #177 177 61 Internal Link Dist (ft) 191 394 1361 966 Turn Bay Length (ft) 250 150 280 240 290 Base Capacity (vph) 258 1051 162 393 394 171 581 661 200 613 796 Starvation Cap Reductn 0 223 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.46 0.62 0.10 0.34 0.12 0.47 0.13 0.03 0.77 0.44 0.51 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 300 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 4: US 11 & Rest Church Rd Weekday AM - 2028 Background Fruit Hill Property Synchro 11 Report Weekday AM - 2028 Background Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 107 281 184 15 121 43 73 67 19 140 245 372 Future Volume (vph) 107 281 184 15 121 43 73 67 19 140 245 372 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 7.1 5.5 6.8 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.94 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1736 3194 1805 3505 1615 1612 1863 1615 1787 1881 1599 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1736 3194 1805 3505 1615 1612 1863 1615 1787 1881 1599 Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 118 309 202 16 133 47 80 74 21 154 269 409 RTOR Reduction (vph) 0 115 0 0 0 39 0 0 16 0 0 303 Lane Group Flow (vph) 118 396 0 16 133 8 80 74 5 154 269 106 Heavy Vehicles (%) 4% 0% 16% 0% 3% 0% 12% 2% 0% 1% 1% 1% Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 3 8 7 4 5 2 1 6 Permitted Phases 4 2 6 Actuated Green, G (s) 10.6 23.4 1.4 14.2 14.2 8.4 19.6 19.6 9.0 20.7 20.7 Effective Green, g (s) 10.6 23.4 1.4 14.2 14.2 8.4 19.6 19.6 9.0 20.7 20.7 Actuated g/C Ratio 0.13 0.29 0.02 0.18 0.18 0.11 0.25 0.25 0.11 0.26 0.26 Clearance Time (s) 7.1 5.5 6.8 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0 Lane Grp Cap (vph) 230 934 31 622 286 169 456 395 201 486 413 v/s Ratio Prot c0.07 c0.12 0.01 0.04 0.05 0.04 c0.09 c0.14 v/s Ratio Perm 0.01 0.00 0.07 v/c Ratio 0.51 0.42 0.52 0.21 0.03 0.47 0.16 0.01 0.77 0.55 0.26 Uniform Delay, d1 32.3 22.9 39.0 28.1 27.2 33.7 23.7 22.9 34.5 25.7 23.5 Progression Factor 0.90 0.68 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.3 0.4 26.0 0.4 0.1 2.8 0.8 0.1 16.8 4.5 1.5 Delay (s) 31.3 16.1 65.0 28.5 27.3 36.6 24.5 22.9 51.3 30.1 25.0 Level of Service C B E C C D C C D C C Approach Delay (s) 18.9 31.2 29.8 31.5 Approach LOS B C C C Intersection Summary HCM 2000 Control Delay 27.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.58 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 26.6 Intersection Capacity Utilization 60.3% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 301 Queuing and Blocking Report Fruit Hill Property Weekday AM - 2028 Background Weekday AM - 2028 Background Fruit Hill Property SimTraffic Report Weekday AM - 2028 Background Page 1 Intersection: 1: Zachary Ann Ln & Rest Church Rd Movement WB NB Directions Served L LR Maximum Queue (ft) 44 153 Average Queue (ft) 5 70 95th Queue (ft) 25 119 Link Distance (ft) 649 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 100 Storage Blk Time (%) 0 Queuing Penalty (veh) 0 Intersection: 2: I-81 SB Ramps & Rest Church Rd Movement EB EB EB WB WB WB SB SB Directions Served T T TR L T T LT R Maximum Queue (ft) 141 100 193 311 119 10 257 112 Average Queue (ft) 55 40 87 200 36 1 123 44 95th Queue (ft) 118 82 158 284 90 9 216 84 Link Distance (ft) 226 226 226 504 504 504 878 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 640 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: I-81 NB Ramps & Rest Church Rd Movement EB EB EB WB WB WB NB NB Directions Served L T T T T R LTR R Maximum Queue (ft) 145 101 131 176 130 69 228 184 Average Queue (ft) 64 42 72 81 42 27 95 64 95th Queue (ft) 123 85 117 148 103 57 178 135 Link Distance (ft) 504 504 504 198 198 198 913 Upstream Blk Time (%) 0 0 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 480 Storage Blk Time (%) Queuing Penalty (veh) 302 Queuing and Blocking Report Fruit Hill Property Weekday AM - 2028 Background Weekday AM - 2028 Background Fruit Hill Property SimTraffic Report Weekday AM - 2028 Background Page 2 Intersection: 4: US 11 & Rest Church Rd Movement EB EB EB WB WB WB WB NB NB NB SB SB Directions Served L T TR L T T R L T R L T Maximum Queue (ft) 182 178 207 52 105 95 51 129 86 27 177 206 Average Queue (ft) 85 84 121 16 46 37 23 52 30 7 89 89 95th Queue (ft) 154 148 192 44 90 79 49 101 68 23 159 170 Link Distance (ft) 198 198 198 427 427 427 1388 980 Upstream Blk Time (%) 0 0 1 Queuing Penalty (veh) 0 0 2 Storage Bay Dist (ft) 250 150 280 240 Storage Blk Time (%) 0 0 0 Queuing Penalty (veh) 0 3 0 Intersection: 4: US 11 & Rest Church Rd Movement SB Directions Served R Maximum Queue (ft) 136 Average Queue (ft) 55 95th Queue (ft) 108 Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 290 Storage Blk Time (%) 0 Queuing Penalty (veh) 0 Network Summary Network wide Queuing Penalty: 6 303 HCM 6th TWSC Fruit Hill Property 1: Zachary Ann Ln & Rest Church Rd Weekday PM - 2028 Background Fruit Hill Property Synchro 11 Report Weekday PM - 2028 Background Page 1 Intersection Int Delay, s/veh 2.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 150 0 4 164 2 73 Future Vol, veh/h 150 0 4 164 2 73 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 110 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 1 0 100 1 0 82 Mvmt Flow 170 0 5 186 2 83 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 170 0 366 170 Stage 1 - - - - 170 - Stage 2 - - - - 196 - Critical Hdwy - - 5.1 - 6.4 7.02 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 3.1 - 3.5 4.038 Pot Cap-1 Maneuver - - 981 - 638 703 Stage 1 - - - - 865 - Stage 2 - - - - 842 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 981 - 635 703 Mov Cap-2 Maneuver - - - - 635 - Stage 1 - - - - 865 - Stage 2 - - - - 838 - Approach EB WB NB HCM Control Delay, s 0 0.2 10.8 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 701 - - 981 - HCM Lane V/C Ratio 0.122 - - 0.005 - HCM Control Delay (s) 10.8 - - 8.7 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0.4 - - 0 - 304 Queues Fruit Hill Property 2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2028 Background Fruit Hill Property Synchro 11 Report Weekday PM - 2028 Background Page 2 Lane Group EBT WBL WBT SBT SBR Lane Group Flow (vph) 421 435 314 166 185 v/c Ratio 0.38 0.78 0.17 0.51 0.51 Control Delay 17.1 40.6 14.0 34.3 9.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 17.1 40.6 14.0 34.3 9.5 Queue Length 50th (ft) 40 234 47 77 0 Queue Length 95th (ft) 65 #384 97 120 45 Internal Link Dist (ft) 202 481 849 Turn Bay Length (ft) 640 Base Capacity (vph) 1100 559 1850 479 451 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.38 0.78 0.17 0.35 0.41 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 305 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2028 Background Fruit Hill Property Synchro 11 Report Weekday PM - 2028 Background Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 231 139 383 276 0 0 0 0 143 3 163 Future Volume (vph) 0 231 139 383 276 0 0 0 0 143 3 163 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.1 6.2 8.0 8.0 Lane Util. Factor 0.91 1.00 0.95 1.00 1.00 Frt 0.94 1.00 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 4029 1770 2911 1743 1154 Flt Permitted 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 4029 1770 2911 1743 1154 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 0 262 158 435 314 0 0 0 0 162 3 185 RTOR Reduction (vph) 0 119 0 0 0 0 0 0 0 0 0 151 Lane Group Flow (vph) 0 302 0 435 314 0 0 0 0 0 166 34 Heavy Vehicles (%) 0% 17% 29% 2% 24% 0% 0% 0% 0% 4% 0% 40% Turn Type NA Prot NA Split NA Perm Protected Phases 2 1 6 3 3 Permitted Phases 3 Actuated Green, G (s) 19.5 25.3 50.9 14.9 14.9 Effective Green, g (s) 19.5 25.3 50.9 14.9 14.9 Actuated g/C Ratio 0.24 0.32 0.64 0.19 0.19 Clearance Time (s) 6.2 6.1 6.2 8.0 8.0 Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0 Lane Grp Cap (vph) 982 559 1852 324 214 v/s Ratio Prot c0.07 c0.25 0.11 c0.10 v/s Ratio Perm 0.03 v/c Ratio 0.31 0.78 0.17 0.51 0.16 Uniform Delay, d1 24.7 24.8 5.9 29.3 27.3 Progression Factor 1.00 1.20 2.11 1.00 1.00 Incremental Delay, d2 0.8 6.0 0.2 1.8 0.5 Delay (s) 25.5 35.9 12.7 31.1 27.8 Level of Service C D B C C Approach Delay (s) 25.5 26.2 0.0 29.4 Approach LOS C C A C Intersection Summary HCM 2000 Control Delay 26.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.56 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3 Intersection Capacity Utilization 59.8% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 306 Queues Fruit Hill Property 3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2028 Background Fruit Hill Property Synchro 11 Report Weekday PM - 2028 Background Page 4 Lane Group EBL EBT WBT WBR NBT NBR Lane Group Flow (vph) 156 260 531 221 327 310 v/c Ratio 0.45 0.15 0.55 0.37 0.76 0.46 Control Delay 25.5 13.5 23.3 4.9 32.3 4.7 Queue Delay 0.0 0.0 0.3 0.3 4.9 0.4 Total Delay 25.5 13.5 23.6 5.1 37.3 5.1 Queue Length 50th (ft) 50 41 123 0 127 0 Queue Length 95th (ft) 113 60 m182 m9 216 51 Internal Link Dist (ft) 481 191 846 Turn Bay Length (ft) 480 Base Capacity (vph) 352 1759 971 590 509 747 Starvation Cap Reductn 0 0 109 78 0 0 Spillback Cap Reductn 0 0 0 0 121 141 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.44 0.15 0.62 0.43 0.84 0.51 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. 307 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2028 Background Fruit Hill Property Synchro 11 Report Weekday PM - 2028 Background Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 140 234 0 0 478 199 179 2 392 0 0 0 Future Volume (vph) 140 234 0 0 478 199 179 2 392 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 Frt 1.00 1.00 1.00 0.85 0.94 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.97 1.00 Satd. Flow (prot) 1399 3471 3539 1568 1313 1504 Flt Permitted 0.29 1.00 1.00 1.00 0.97 1.00 Satd. Flow (perm) 433 3471 3539 1568 1313 1504 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 156 260 0 0 531 221 199 2 436 0 0 0 RTOR Reduction (vph) 0 0 0 0 0 160 0 31 215 0 0 0 Lane Group Flow (vph) 156 260 0 0 531 61 0 296 95 0 0 0 Heavy Vehicles (%) 29% 4% 0% 0% 2% 3% 41% 0% 2% 0% 0% 0% Turn Type pm+pt NA NA Perm Perm NA Perm Protected Phases 5 2 6 4 Permitted Phases 2 6 4 4 Actuated Green, G (s) 40.6 40.6 22.0 22.0 24.5 24.5 Effective Green, g (s) 40.6 40.6 22.0 22.0 24.5 24.5 Actuated g/C Ratio 0.51 0.51 0.28 0.28 0.31 0.31 Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7 Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0 Lane Grp Cap (vph) 345 1761 973 431 402 460 v/s Ratio Prot c0.06 0.07 c0.15 v/s Ratio Perm 0.17 0.04 0.23 0.06 v/c Ratio 0.45 0.15 0.55 0.14 0.74 0.21 Uniform Delay, d1 11.8 10.5 24.7 21.9 24.9 20.6 Progression Factor 1.67 1.13 0.80 0.77 1.00 1.00 Incremental Delay, d2 1.2 0.2 1.8 0.6 8.3 0.5 Delay (s) 21.0 12.0 21.6 17.4 33.1 21.0 Level of Service C B C B C C Approach Delay (s) 15.4 20.4 27.2 0.0 Approach LOS B C C A Intersection Summary HCM 2000 Control Delay 21.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.62 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1 Intersection Capacity Utilization 59.8% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 308 Queues Fruit Hill Property 4: US 11 & Rest Church Rd Weekday PM - 2028 Background Fruit Hill Property Synchro 11 Report Weekday PM - 2028 Background Page 6 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 435 275 25 272 148 192 435 13 83 191 307 v/c Ratio 1.24 0.30 0.15 0.53 0.28 0.80 1.07 0.02 0.45 0.55 0.54 Control Delay 158.4 12.5 36.0 35.8 1.3 58.6 97.7 0.1 41.8 36.4 6.4 Queue Delay 1.1 0.0 0.0 0.2 0.0 0.7 0.0 0.0 0.0 0.0 0.0 Total Delay 159.5 12.5 36.0 36.0 1.3 59.2 97.7 0.1 41.8 36.4 6.4 Queue Length 50th (ft) ~275 18 12 66 0 94 ~246 0 40 87 0 Queue Length 95th (ft) #437 24 34 102 0 #192 #404 0 81 149 44 Internal Link Dist (ft) 191 394 1358 966 Turn Bay Length (ft) 250 150 280 240 290 Base Capacity (vph) 351 925 162 511 535 244 406 580 188 347 571 Starvation Cap Reductn 32 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 26 0 4 0 0 0 0 8 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.36 0.30 0.15 0.56 0.28 0.80 1.07 0.02 0.44 0.55 0.55 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 309 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 4: US 11 & Rest Church Rd Weekday PM - 2028 Background Fruit Hill Property Synchro 11 Report Weekday PM - 2028 Background Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 383 136 106 22 239 130 169 383 11 73 168 270 Future Volume (vph) 383 136 106 22 239 130 169 383 11 73 168 270 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 7.1 5.5 6.8 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.93 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 3262 1805 3471 1615 1719 1881 1455 1770 1863 1583 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 3262 1805 3471 1615 1719 1881 1455 1770 1863 1583 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 435 155 120 25 272 148 192 435 12 83 191 307 RTOR Reduction (vph) 0 89 0 0 0 126 0 0 10 0 0 250 Lane Group Flow (vph) 435 186 0 25 272 22 192 435 3 83 191 57 Heavy Vehicles (%) 2% 3% 4% 0% 4% 0% 5% 1% 11% 2% 2% 2% Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 3 8 7 4 5 2 1 6 Permitted Phases 4 2 6 Actuated Green, G (s) 15.9 20.5 7.2 11.8 11.8 11.3 17.3 17.3 8.4 14.9 14.9 Effective Green, g (s) 15.9 20.5 7.2 11.8 11.8 11.3 17.3 17.3 8.4 14.9 14.9 Actuated g/C Ratio 0.20 0.26 0.09 0.15 0.15 0.14 0.22 0.22 0.11 0.19 0.19 Clearance Time (s) 7.1 5.5 6.8 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0 Lane Grp Cap (vph) 351 835 162 511 238 242 406 314 185 346 294 v/s Ratio Prot c0.25 0.06 0.01 c0.08 c0.11 c0.23 0.05 0.10 v/s Ratio Perm 0.01 0.00 0.04 v/c Ratio 1.24 0.22 0.15 0.53 0.09 0.79 1.07 0.01 0.45 0.55 0.19 Uniform Delay, d1 32.0 23.5 33.6 31.5 29.5 33.2 31.4 24.6 33.6 29.5 27.5 Progression Factor 0.95 0.87 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 128.5 0.6 0.9 1.9 0.4 17.0 65.0 0.0 2.4 3.2 0.7 Delay (s) 159.1 21.1 34.5 33.5 29.8 50.3 96.4 24.6 36.0 32.7 28.2 Level of Service F C C C C D F C D C C Approach Delay (s) 105.6 32.3 81.1 30.8 Approach LOS F C F C Intersection Summary HCM 2000 Control Delay 67.0 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 1.00 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 26.6 Intersection Capacity Utilization 75.5% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group 310 Queuing and Blocking Report Fruit Hill Property Weekday PM - 2028 Background Weekday PM - 2028 Background Fruit Hill Property SimTraffic Report Weekday PM - 2028 Background Page 1 Intersection: 1: Zachary Ann Ln & Rest Church Rd Movement WB B14 NB Directions Served L T LR Maximum Queue (ft) 11 17 121 Average Queue (ft) 0 1 56 95th Queue (ft) 8 13 101 Link Distance (ft) 226 649 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 110 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: I-81 SB Ramps & Rest Church Rd Movement EB EB EB WB WB WB SB SB Directions Served T T TR L T T LT R Maximum Queue (ft) 137 119 169 377 366 114 178 115 Average Queue (ft) 58 53 79 201 89 6 82 54 95th Queue (ft) 114 98 141 324 223 52 150 95 Link Distance (ft) 226 226 226 504 504 504 878 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 640 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: I-81 NB Ramps & Rest Church Rd Movement EB EB EB WB WB WB NB NB Directions Served L T T T T R LTR R Maximum Queue (ft) 176 188 192 221 217 89 932 480 Average Queue (ft) 86 65 80 119 97 43 824 446 95th Queue (ft) 152 176 184 201 180 73 1136 587 Link Distance (ft) 504 504 504 198 198 198 875 Upstream Blk Time (%) 1 1 1 0 65 Queuing Penalty (veh) 1 1 2 1 0 Storage Bay Dist (ft) 480 Storage Blk Time (%) 65 4 Queuing Penalty (veh) 125 16 311 Queuing and Blocking Report Fruit Hill Property Weekday PM - 2028 Background Weekday PM - 2028 Background Fruit Hill Property SimTraffic Report Weekday PM - 2028 Background Page 2 Intersection: 4: US 11 & Rest Church Rd Movement EB EB EB WB WB WB WB NB NB NB SB SB Directions Served L T TR L T T R L T R L T Maximum Queue (ft) 250 241 249 55 177 181 112 150 1000 256 121 181 Average Queue (ft) 218 198 163 16 71 82 53 139 619 34 48 78 95th Queue (ft) 241 251 280 43 140 149 95 182 1168 173 99 147 Link Distance (ft) 198 198 198 427 427 427 1385 980 Upstream Blk Time (%) 62 26 14 3 Queuing Penalty (veh) 129 53 29 0 Storage Bay Dist (ft) 250 150 280 240 Storage Blk Time (%) 10 55 0 0 0 Queuing Penalty (veh) 40 99 1 0 0 Intersection: 4: US 11 & Rest Church Rd Movement SB Directions Served R Maximum Queue (ft) 132 Average Queue (ft) 50 95th Queue (ft) 93 Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 290 Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 496 312 Appendix H 2028 Background Conditions – Mitigation Operational Worksheets 313 Queues Fruit Hill Property 2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2028 Background - Mitigation Strategy #1 Fruit Hill Property Synchro 11 Report Weekday PM - 2028 Background - Mitigation Strategy #1 Page 1 Lane Group EBT WBL WBT SBT SBR Lane Group Flow (vph) 421 435 314 166 185 v/c Ratio 0.35 0.78 0.16 0.58 0.54 Control Delay 16.9 46.9 4.1 39.6 11.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 16.9 46.9 4.1 39.6 11.3 Queue Length 50th (ft) 38 239 20 77 0 Queue Length 95th (ft) 69 323 31 134 51 Internal Link Dist (ft) 202 481 849 Turn Bay Length (ft) 640 Base Capacity (vph) 1190 688 1915 304 354 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.35 0.63 0.16 0.55 0.52 Intersection Summary 314 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2028 Background - Mitigation Strategy #1 Fruit Hill Property Synchro 11 Report Weekday PM - 2028 Background - Mitigation Strategy #1 Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 231 139 383 276 0 0 0 0 143 3 163 Future Volume (vph) 0 231 139 383 276 0 0 0 0 143 3 163 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.1 6.2 8.0 8.0 Lane Util. Factor 0.91 1.00 0.95 1.00 1.00 Frt 0.94 1.00 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 4029 1770 2911 1743 1154 Flt Permitted 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 4029 1770 2911 1743 1154 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 0 262 158 435 314 0 0 0 0 162 3 185 RTOR Reduction (vph) 0 116 0 0 0 0 0 0 0 0 0 155 Lane Group Flow (vph) 0 305 0 435 314 0 0 0 0 0 166 30 Heavy Vehicles (%) 0% 17% 29% 2% 24% 0% 0% 0% 0% 4% 0% 40% Turn Type NA Prot NA Split NA Perm Protected Phases 2 1 6 3 3 Permitted Phases 3 Actuated Green, G (s) 21.4 25.2 52.7 13.1 13.1 Effective Green, g (s) 21.4 25.2 52.7 13.1 13.1 Actuated g/C Ratio 0.27 0.31 0.66 0.16 0.16 Clearance Time (s) 6.2 6.1 6.2 8.0 8.0 Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0 Lane Grp Cap (vph) 1077 557 1917 285 188 v/s Ratio Prot c0.08 c0.25 0.11 c0.10 v/s Ratio Perm 0.03 v/c Ratio 0.28 0.78 0.16 0.58 0.16 Uniform Delay, d1 23.2 24.9 5.2 30.9 28.7 Progression Factor 1.00 1.57 0.72 1.00 1.00 Incremental Delay, d2 0.7 6.3 0.2 3.6 0.6 Delay (s) 23.9 45.3 3.9 34.5 29.3 Level of Service C D A C C Approach Delay (s) 23.9 27.9 0.0 31.7 Approach LOS C C A C Intersection Summary HCM 2000 Control Delay 27.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.56 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3 Intersection Capacity Utilization 59.8% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 315 Queues Fruit Hill Property 3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2028 Background - Mitigation Strategy #1 Fruit Hill Property Synchro 11 Report Weekday PM - 2028 Background - Mitigation Strategy #1 Page 3 Lane Group EBL EBT WBT WBR NBT NBR Lane Group Flow (vph) 156 260 532 221 327 310 v/c Ratio 0.44 0.15 0.53 0.37 0.78 0.47 Control Delay 27.4 19.7 21.9 7.3 35.2 5.0 Queue Delay 0.0 0.0 0.3 0.3 0.0 0.0 Total Delay 27.4 19.7 22.3 7.6 35.2 5.0 Queue Length 50th (ft) 68 48 104 2 128 0 Queue Length 95th (ft) 140 107 m147 m36 227 54 Internal Link Dist (ft) 481 191 609 Turn Bay Length (ft) 480 Base Capacity (vph) 359 1792 1006 604 476 717 Starvation Cap Reductn 0 0 127 86 0 0 Spillback Cap Reductn 0 38 0 0 0 3 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.43 0.15 0.61 0.43 0.69 0.43 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. 316 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2028 Background - Mitigation Strategy #1 Fruit Hill Property Synchro 11 Report Weekday PM - 2028 Background - Mitigation Strategy #1 Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 140 234 0 0 479 199 179 2 392 0 0 0 Future Volume (vph) 140 234 0 0 479 199 179 2 392 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 Frt 1.00 1.00 1.00 0.85 0.94 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.97 1.00 Satd. Flow (prot) 1399 3471 3539 1568 1313 1504 Flt Permitted 0.30 1.00 1.00 1.00 0.97 1.00 Satd. Flow (perm) 442 3471 3539 1568 1313 1504 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 156 260 0 0 532 221 199 2 436 0 0 0 RTOR Reduction (vph) 0 0 0 0 0 158 0 30 218 0 0 0 Lane Group Flow (vph) 156 260 0 0 532 63 0 297 92 0 0 0 Heavy Vehicles (%) 29% 4% 0% 0% 2% 3% 41% 0% 2% 0% 0% 0% Turn Type pm+pt NA NA Perm Perm NA Perm Protected Phases 5 2 6 4 Permitted Phases 2 6 4 4 Actuated Green, G (s) 41.3 41.3 22.8 22.8 23.8 23.8 Effective Green, g (s) 41.3 41.3 22.8 22.8 23.8 23.8 Actuated g/C Ratio 0.52 0.52 0.29 0.29 0.30 0.30 Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7 Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0 Lane Grp Cap (vph) 351 1791 1008 446 390 447 v/s Ratio Prot c0.06 0.07 c0.15 v/s Ratio Perm 0.17 0.04 0.23 0.06 v/c Ratio 0.44 0.15 0.53 0.14 0.76 0.21 Uniform Delay, d1 11.4 10.1 24.1 21.3 25.5 21.0 Progression Factor 1.96 1.75 0.79 1.46 1.00 1.00 Incremental Delay, d2 1.1 0.2 1.5 0.5 10.0 0.5 Delay (s) 23.6 17.9 20.6 31.5 35.5 21.5 Level of Service C B C C D C Approach Delay (s) 20.0 23.8 28.7 0.0 Approach LOS C C C A Intersection Summary HCM 2000 Control Delay 24.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.62 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1 Intersection Capacity Utilization 59.8% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 317 Queues Fruit Hill Property 4: US 11 & Rest Church Rd Weekday PM - 2028 Background - Mitigation Strategy #1 Fruit Hill Property Synchro 11 Report Weekday PM - 2028 Background - Mitigation Strategy #1 Page 5 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 239 471 25 272 148 192 435 13 83 191 307 v/c Ratio 0.84 0.79 0.14 0.78 0.40 0.75 0.74 0.02 0.47 0.38 0.47 Control Delay 51.2 24.5 34.9 52.6 3.9 52.0 34.4 0.1 43.4 27.1 5.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.5 0.0 0.0 0.0 0.0 0.0 Total Delay 51.2 24.5 34.9 52.6 3.9 52.5 34.4 0.1 43.4 27.1 5.9 Queue Length 50th (ft) 109 50 12 71 0 93 194 0 40 79 0 Queue Length 95th (ft) m#225 47 33 #125 6 #180 #299 0 82 134 54 Internal Link Dist (ft) 191 394 920 966 Turn Bay Length (ft) 250 150 280 240 290 Base Capacity (vph) 291 613 180 347 373 266 584 603 177 497 647 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 6 0 0 0 0 1 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.82 0.77 0.14 0.78 0.40 0.74 0.74 0.02 0.47 0.38 0.48 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. 318 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 4: US 11 & Rest Church Rd Weekday PM - 2028 Background - Mitigation Strategy #1 Fruit Hill Property Synchro 11 Report Weekday PM - 2028 Background - Mitigation Strategy #1 Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 383 136 106 22 239 130 169 383 11 73 168 270 Future Volume (vph) 383 136 106 22 239 130 169 383 11 73 168 270 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Lane Util. Factor 0.91 0.91 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1610 3168 1805 3471 1615 1719 1881 1455 1770 1863 1583 Flt Permitted 0.95 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1610 3168 1805 3471 1615 1719 1881 1455 1770 1863 1583 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 435 155 120 25 272 148 192 435 12 83 191 307 RTOR Reduction (vph) 0 39 0 0 0 133 0 0 9 0 0 225 Lane Group Flow (vph) 239 432 0 25 272 15 192 435 4 83 191 82 Heavy Vehicles (%) 2% 3% 4% 0% 4% 0% 5% 1% 11% 2% 2% 2% Turn Type Split NA Split NA Perm Prot NA Perm Prot NA Perm Protected Phases 8 8 4 4 5 2 1 6 Permitted Phases 4 2 6 Actuated Green, G (s) 14.2 14.2 8.0 8.0 8.0 12.0 24.8 24.8 8.0 21.3 21.3 Effective Green, g (s) 14.2 14.2 8.0 8.0 8.0 12.0 24.8 24.8 8.0 21.3 21.3 Actuated g/C Ratio 0.18 0.18 0.10 0.10 0.10 0.15 0.31 0.31 0.10 0.27 0.27 Clearance Time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0 Lane Grp Cap (vph) 285 562 180 347 161 257 583 451 177 496 421 v/s Ratio Prot c0.15 0.14 0.01 c0.08 c0.11 c0.23 0.05 0.10 v/s Ratio Perm 0.01 0.00 0.05 v/c Ratio 0.84 0.77 0.14 0.78 0.09 0.75 0.75 0.01 0.47 0.39 0.19 Uniform Delay, d1 31.8 31.3 32.9 35.2 32.7 32.5 24.8 19.1 34.0 24.0 22.7 Progression Factor 0.81 0.50 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 18.5 6.6 0.7 12.7 0.5 11.9 8.4 0.0 2.7 2.3 1.0 Delay (s) 44.1 22.1 33.6 47.8 33.2 44.5 33.2 19.1 36.7 26.3 23.7 Level of Service D C C D C D C B D C C Approach Delay (s) 29.5 42.2 36.3 26.4 Approach LOS C D D C Intersection Summary HCM 2000 Control Delay 33.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.83 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 25.0 Intersection Capacity Utilization 66.5% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 319 Queuing and Blocking Report Fruit Hill Property Weekday PM - 2028 Background - Mitigation Strategy #1Weekday PM - 2028 Background - Mitigation Strategy #1 Fruit Hill Property SimTraffic Report Weekday PM - 2028 Background - Mitigation Strategy #1 Page 1 Intersection: 2: I-81 SB Ramps & Rest Church Rd Movement EB EB EB WB WB WB SB SB Directions Served T T TR L T T LT R Maximum Queue (ft) 156 126 155 312 153 54 174 119 Average Queue (ft) 61 54 79 200 51 4 85 53 95th Queue (ft) 126 100 142 289 117 30 146 95 Link Distance (ft) 226 226 226 503 503 503 878 Upstream Blk Time (%) 0 0 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 640 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: I-81 NB Ramps & Rest Church Rd Movement EB EB EB WB WB WB NB NB Directions Served L T T T T R LTR R Maximum Queue (ft) 250 108 135 200 200 127 397 338 Average Queue (ft) 99 42 62 122 100 59 204 129 95th Queue (ft) 184 87 115 189 173 99 342 280 Link Distance (ft) 503 503 503 195 195 195 638 Upstream Blk Time (%) 0 1 0 Queuing Penalty (veh) 1 1 0 Storage Bay Dist (ft) 480 Storage Blk Time (%) 0 Queuing Penalty (veh) 0 320 Queuing and Blocking Report Fruit Hill Property Weekday PM - 2028 Background - Mitigation Strategy #1Weekday PM - 2028 Background - Mitigation Strategy #1 Fruit Hill Property SimTraffic Report Weekday PM - 2028 Background - Mitigation Strategy #1 Page 2 Intersection: 4: US 11 & Rest Church Rd Movement EB EB EB WB WB WB WB NB NB NB SB SB Directions Served L LT TR L T T R L T R L T Maximum Queue (ft) 194 188 166 47 160 198 83 150 395 128 101 144 Average Queue (ft) 113 105 75 12 70 93 42 111 176 8 42 65 95th Queue (ft) 177 166 142 36 132 168 71 176 323 57 86 122 Link Distance (ft) 195 195 195 415 415 415 945 977 Upstream Blk Time (%) 0 0 0 Queuing Penalty (veh) 1 0 0 Storage Bay Dist (ft) 250 150 280 240 Storage Blk Time (%) 4 9 0 Queuing Penalty (veh) 15 17 0 Intersection: 4: US 11 & Rest Church Rd Movement SB Directions Served R Maximum Queue (ft) 121 Average Queue (ft) 43 95th Queue (ft) 89 Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 290 Storage Blk Time (%) Queuing Penalty (veh) Zone Summary Zone wide Queuing Penalty: 37 321 Queues Fruit Hill Property 2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2028 Background - Mitigation Strategy #2 Fruit Hill Property Synchro 11 Report Weekday PM - 2028 Background - Mitigation Strategy #2 Page 1 Lane Group EBT WBL WBT SBT SBR Lane Group Flow (vph) 421 435 314 166 185 v/c Ratio 0.35 0.78 0.16 0.58 0.54 Control Delay 16.9 45.7 4.3 39.6 11.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 16.9 45.7 4.3 39.6 11.3 Queue Length 50th (ft) 38 241 13 77 0 Queue Length 95th (ft) 69 324 42 134 51 Internal Link Dist (ft) 202 481 849 Turn Bay Length (ft) 640 Base Capacity (vph) 1190 688 1915 304 354 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.35 0.63 0.16 0.55 0.52 Intersection Summary 322 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2028 Background - Mitigation Strategy #2 Fruit Hill Property Synchro 11 Report Weekday PM - 2028 Background - Mitigation Strategy #2 Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 231 139 383 276 0 0 0 0 143 3 163 Future Volume (vph) 0 231 139 383 276 0 0 0 0 143 3 163 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.1 6.2 8.0 8.0 Lane Util. Factor 0.91 1.00 0.95 1.00 1.00 Frt 0.94 1.00 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 4029 1770 2911 1743 1154 Flt Permitted 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 4029 1770 2911 1743 1154 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 0 262 158 435 314 0 0 0 0 162 3 185 RTOR Reduction (vph) 0 116 0 0 0 0 0 0 0 0 0 155 Lane Group Flow (vph) 0 305 0 435 314 0 0 0 0 0 166 30 Heavy Vehicles (%) 0% 17% 29% 2% 24% 0% 0% 0% 0% 4% 0% 40% Turn Type NA Prot NA Split NA Perm Protected Phases 2 1 6 3 3 Permitted Phases 3 Actuated Green, G (s) 21.4 25.2 52.7 13.1 13.1 Effective Green, g (s) 21.4 25.2 52.7 13.1 13.1 Actuated g/C Ratio 0.27 0.31 0.66 0.16 0.16 Clearance Time (s) 6.2 6.1 6.2 8.0 8.0 Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0 Lane Grp Cap (vph) 1077 557 1917 285 188 v/s Ratio Prot c0.08 c0.25 0.11 c0.10 v/s Ratio Perm 0.03 v/c Ratio 0.28 0.78 0.16 0.58 0.16 Uniform Delay, d1 23.2 24.9 5.2 30.9 28.7 Progression Factor 1.00 1.49 0.77 1.00 1.00 Incremental Delay, d2 0.7 6.7 0.2 3.6 0.6 Delay (s) 23.9 43.9 4.2 34.5 29.3 Level of Service C D A C C Approach Delay (s) 23.9 27.3 0.0 31.7 Approach LOS C C A C Intersection Summary HCM 2000 Control Delay 27.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.56 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3 Intersection Capacity Utilization 58.7% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 323 Queues Fruit Hill Property 3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2028 Background - Mitigation Strategy #2 Fruit Hill Property Synchro 11 Report Weekday PM - 2028 Background - Mitigation Strategy #2 Page 3 Lane Group EBL EBT WBT WBR NBL NBT NBR Lane Group Flow (vph) 156 260 532 221 199 220 218 v/c Ratio 0.40 0.13 0.45 0.33 0.63 0.41 0.41 Control Delay 21.5 13.3 21.2 6.0 35.7 6.0 5.9 Queue Delay 0.0 0.0 1.0 0.5 0.0 0.0 0.0 Total Delay 21.5 13.3 22.2 6.4 35.7 6.1 5.9 Queue Length 50th (ft) 50 41 82 8 86 1 0 Queue Length 95th (ft) 129 89 m195 m21 150 51 50 Internal Link Dist (ft) 481 191 609 Turn Bay Length (ft) 400 480 Base Capacity (vph) 407 1969 1177 669 372 593 592 Starvation Cap Reductn 0 0 384 175 0 0 0 Spillback Cap Reductn 0 109 0 0 0 6 6 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.38 0.14 0.67 0.45 0.53 0.37 0.37 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. 324 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2028 Background - Mitigation Strategy #2 Fruit Hill Property Synchro 11 Report Weekday PM - 2028 Background - Mitigation Strategy #2 Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 140 234 0 0 479 199 179 2 392 0 0 0 Future Volume (vph) 140 234 0 0 479 199 179 2 392 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7 6.7 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 0.95 0.95 Frt 1.00 1.00 1.00 0.85 1.00 0.85 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1399 3471 3539 1568 1280 1507 1504 Flt Permitted 0.33 1.00 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 480 3471 3539 1568 1280 1507 1504 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 156 260 0 0 532 221 199 2 436 0 0 0 RTOR Reduction (vph) 0 0 0 0 0 148 0 164 164 0 0 0 Lane Group Flow (vph) 156 260 0 0 532 73 199 56 54 0 0 0 Heavy Vehicles (%) 29% 4% 0% 0% 2% 3% 41% 0% 2% 0% 0% 0% Turn Type pm+pt NA NA Perm Perm NA Perm Protected Phases 5 2 6 4 Permitted Phases 2 6 4 4 Actuated Green, G (s) 45.4 45.4 26.6 26.6 19.7 19.7 19.7 Effective Green, g (s) 45.4 45.4 26.6 26.6 19.7 19.7 19.7 Actuated g/C Ratio 0.57 0.57 0.33 0.33 0.25 0.25 0.25 Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7 6.7 Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Grp Cap (vph) 394 1969 1176 521 315 371 370 v/s Ratio Prot c0.05 0.07 c0.15 0.04 v/s Ratio Perm 0.17 0.05 c0.16 0.04 v/c Ratio 0.40 0.13 0.45 0.14 0.63 0.15 0.15 Uniform Delay, d1 9.2 8.1 21.0 18.7 26.9 23.6 23.6 Progression Factor 1.93 1.47 0.90 1.32 1.00 1.00 1.00 Incremental Delay, d2 0.8 0.1 1.0 0.4 5.6 0.4 0.4 Delay (s) 18.6 12.0 19.8 25.2 32.6 24.0 23.9 Level of Service B B B C C C C Approach Delay (s) 14.5 21.4 26.7 0.0 Approach LOS B C C A Intersection Summary HCM 2000 Control Delay 21.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.52 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1 Intersection Capacity Utilization 58.7% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 325 Queues Fruit Hill Property 4: US 11 & Rest Church Rd Weekday PM - 2028 Background - Mitigation Strategy #2 Fruit Hill Property Synchro 11 Report Weekday PM - 2028 Background - Mitigation Strategy #2 Page 5 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 239 471 25 272 148 192 435 13 83 191 307 v/c Ratio 0.84 0.79 0.14 0.78 0.40 0.75 0.74 0.02 0.47 0.38 0.47 Control Delay 59.3 35.6 34.9 52.6 3.9 52.0 34.4 0.1 43.4 27.1 5.9 Queue Delay 0.0 0.0 0.0 2.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 59.3 35.6 34.9 54.7 3.9 52.0 34.4 0.1 43.4 27.1 5.9 Queue Length 50th (ft) 116 85 12 71 0 93 194 0 40 79 0 Queue Length 95th (ft) #238 168 33 #125 6 #180 #299 0 82 134 54 Internal Link Dist (ft) 191 394 920 966 Turn Bay Length (ft) 250 150 280 240 290 Base Capacity (vph) 291 613 180 347 373 266 584 603 177 497 647 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 20 0 0 0 0 0 0 6 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.82 0.77 0.14 0.83 0.40 0.72 0.74 0.02 0.47 0.38 0.48 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 326 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 4: US 11 & Rest Church Rd Weekday PM - 2028 Background - Mitigation Strategy #2 Fruit Hill Property Synchro 11 Report Weekday PM - 2028 Background - Mitigation Strategy #2 Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 383 136 106 22 239 130 169 383 11 73 168 270 Future Volume (vph) 383 136 106 22 239 130 169 383 11 73 168 270 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Lane Util. Factor 0.91 0.91 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1610 3168 1805 3471 1615 1719 1881 1455 1770 1863 1583 Flt Permitted 0.95 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1610 3168 1805 3471 1615 1719 1881 1455 1770 1863 1583 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 435 155 120 25 272 148 192 435 12 83 191 307 RTOR Reduction (vph) 0 39 0 0 0 133 0 0 9 0 0 225 Lane Group Flow (vph) 239 432 0 25 272 15 192 435 4 83 191 82 Heavy Vehicles (%) 2% 3% 4% 0% 4% 0% 5% 1% 11% 2% 2% 2% Turn Type Split NA Split NA Perm Prot NA Perm Prot NA Perm Protected Phases 8 8 4 4 5 2 1 6 Permitted Phases 4 2 6 Actuated Green, G (s) 14.2 14.2 8.0 8.0 8.0 12.0 24.8 24.8 8.0 21.3 21.3 Effective Green, g (s) 14.2 14.2 8.0 8.0 8.0 12.0 24.8 24.8 8.0 21.3 21.3 Actuated g/C Ratio 0.18 0.18 0.10 0.10 0.10 0.15 0.31 0.31 0.10 0.27 0.27 Clearance Time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0 Lane Grp Cap (vph) 285 562 180 347 161 257 583 451 177 496 421 v/s Ratio Prot c0.15 0.14 0.01 c0.08 c0.11 c0.23 0.05 0.10 v/s Ratio Perm 0.01 0.00 0.05 v/c Ratio 0.84 0.77 0.14 0.78 0.09 0.75 0.75 0.01 0.47 0.39 0.19 Uniform Delay, d1 31.8 31.3 32.9 35.2 32.7 32.5 24.8 19.1 34.0 24.0 22.7 Progression Factor 1.05 0.89 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 19.1 6.6 0.7 12.7 0.5 11.9 8.4 0.0 2.7 2.3 1.0 Delay (s) 52.6 34.6 33.6 47.8 33.2 44.5 33.2 19.1 36.7 26.3 23.7 Level of Service D C C D C D C B D C C Approach Delay (s) 40.7 42.2 36.3 26.4 Approach LOS D D D C Intersection Summary HCM 2000 Control Delay 36.3 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.83 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 25.0 Intersection Capacity Utilization 66.5% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 327 Queuing and Blocking Report Fruit Hill Property Weekday PM - 2028 Background - Mitigation Strategy #2Weekday PM - 2028 Background - Mitigation Strategy #2 Fruit Hill Property SimTraffic Report Weekday PM - 2028 Background - Mitigation Strategy #2 Page 1 Intersection: 2: I-81 SB Ramps & Rest Church Rd Movement EB EB EB WB WB WB SB SB Directions Served T T TR L T T LT R Maximum Queue (ft) 146 108 169 334 120 39 168 135 Average Queue (ft) 61 50 74 202 31 2 84 54 95th Queue (ft) 124 92 136 302 86 25 142 98 Link Distance (ft) 226 226 226 496 496 496 878 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 640 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: I-81 NB Ramps & Rest Church Rd Movement EB EB EB WB WB WB NB NB NB Directions Served L T T T T R L TR R Maximum Queue (ft) 196 86 122 187 178 96 272 147 123 Average Queue (ft) 84 27 52 97 79 45 134 65 37 95th Queue (ft) 156 67 99 158 143 81 229 118 84 Link Distance (ft) 496 496 496 190 190 190 638 Upstream Blk Time (%) 0 0 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 400 480 Storage Blk Time (%) Queuing Penalty (veh) 328 Queuing and Blocking Report Fruit Hill Property Weekday PM - 2028 Background - Mitigation Strategy #2Weekday PM - 2028 Background - Mitigation Strategy #2 Fruit Hill Property SimTraffic Report Weekday PM - 2028 Background - Mitigation Strategy #2 Page 2 Intersection: 4: US 11 & Rest Church Rd Movement EB EB EB WB WB WB WB NB NB NB SB SB Directions Served L LT TR L T T R L T R L T Maximum Queue (ft) 200 191 183 47 169 186 85 150 436 81 100 159 Average Queue (ft) 125 114 87 12 74 92 42 111 187 7 42 67 95th Queue (ft) 186 173 157 35 138 165 70 174 346 56 83 126 Link Distance (ft) 190 190 190 415 415 415 945 977 Upstream Blk Time (%) 1 0 0 Queuing Penalty (veh) 2 0 1 Storage Bay Dist (ft) 250 150 280 240 Storage Blk Time (%) 4 11 0 Queuing Penalty (veh) 15 21 0 Intersection: 4: US 11 & Rest Church Rd Movement SB Directions Served R Maximum Queue (ft) 123 Average Queue (ft) 46 95th Queue (ft) 88 Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 290 Storage Blk Time (%) Queuing Penalty (veh) Zone Summary Zone wide Queuing Penalty: 40 329 Queues Fruit Hill Property 2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2028 Background - Mitigation Strategy #3 Fruit Hill Property Synchro 11 Report Weekday PM - 2028 Background - Mitigation Strategy #3 Page 1 Lane Group EBT WBL WBT SBT SBR Lane Group Flow (vph) 421 435 314 166 185 v/c Ratio 0.35 0.78 0.16 0.58 0.54 Control Delay 16.9 28.0 6.0 39.6 11.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 16.9 28.0 6.0 39.6 11.3 Queue Length 50th (ft) 38 202 49 77 0 Queue Length 95th (ft) 69 259 25 134 51 Internal Link Dist (ft) 202 481 849 Turn Bay Length (ft) 640 Base Capacity (vph) 1190 688 1915 304 354 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.35 0.63 0.16 0.55 0.52 Intersection Summary 330 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2028 Background - Mitigation Strategy #3 Fruit Hill Property Synchro 11 Report Weekday PM - 2028 Background - Mitigation Strategy #3 Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 231 139 383 276 0 0 0 0 143 3 163 Future Volume (vph) 0 231 139 383 276 0 0 0 0 143 3 163 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.1 6.2 8.0 8.0 Lane Util. Factor 0.91 1.00 0.95 1.00 1.00 Frt 0.94 1.00 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 4029 1770 2911 1743 1154 Flt Permitted 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 4029 1770 2911 1743 1154 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 0 262 158 435 314 0 0 0 0 162 3 185 RTOR Reduction (vph) 0 116 0 0 0 0 0 0 0 0 0 155 Lane Group Flow (vph) 0 305 0 435 314 0 0 0 0 0 166 30 Heavy Vehicles (%) 0% 17% 29% 2% 24% 0% 0% 0% 0% 4% 0% 40% Turn Type NA Prot NA Split NA Perm Protected Phases 2 1 6 3 3 Permitted Phases 3 Actuated Green, G (s) 21.4 25.2 52.7 13.1 13.1 Effective Green, g (s) 21.4 25.2 52.7 13.1 13.1 Actuated g/C Ratio 0.27 0.31 0.66 0.16 0.16 Clearance Time (s) 6.2 6.1 6.2 8.0 8.0 Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0 Lane Grp Cap (vph) 1077 557 1917 285 188 v/s Ratio Prot c0.08 c0.25 0.11 c0.10 v/s Ratio Perm 0.03 v/c Ratio 0.28 0.78 0.16 0.58 0.16 Uniform Delay, d1 23.2 24.9 5.2 30.9 28.7 Progression Factor 1.00 0.75 1.08 1.00 1.00 Incremental Delay, d2 0.7 7.1 0.2 3.6 0.6 Delay (s) 23.9 25.6 5.8 34.5 29.3 Level of Service C C A C C Approach Delay (s) 23.9 17.3 0.0 31.7 Approach LOS C B A C Intersection Summary HCM 2000 Control Delay 22.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.56 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3 Intersection Capacity Utilization 59.8% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 331 Queues Fruit Hill Property 3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2028 Background - Mitigation Strategy #3 Fruit Hill Property Synchro 11 Report Weekday PM - 2028 Background - Mitigation Strategy #3 Page 3 Lane Group EBL EBT WBT WBR NBL NBT NBR Lane Group Flow (vph) 156 260 532 221 99 102 436 v/c Ratio 0.37 0.12 0.41 0.31 0.39 0.40 0.65 Control Delay 5.6 1.6 18.1 5.5 30.5 30.7 7.6 Queue Delay 0.0 0.0 0.7 0.5 0.0 0.0 0.0 Total Delay 5.6 1.6 18.8 6.0 30.5 30.7 7.6 Queue Length 50th (ft) 7 5 77 8 45 46 0 Queue Length 95th (ft) 23 7 m126 m21 84 85 65 Internal Link Dist (ft) 481 191 609 Turn Bay Length (ft) 400 480 Base Capacity (vph) 449 2106 1311 720 342 345 758 Starvation Cap Reductn 0 0 436 216 0 0 0 Spillback Cap Reductn 0 53 0 0 0 0 7 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.35 0.13 0.61 0.44 0.29 0.30 0.58 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. 332 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2028 Background - Mitigation Strategy #3 Fruit Hill Property Synchro 11 Report Weekday PM - 2028 Background - Mitigation Strategy #3 Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 140 234 0 0 479 199 179 2 392 0 0 0 Future Volume (vph) 140 234 0 0 479 199 179 2 392 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7 6.7 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 Frt 1.00 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.95 0.95 1.00 Satd. Flow (prot) 1399 3471 3539 1568 1216 1227 1583 Flt Permitted 0.34 1.00 1.00 1.00 0.95 0.95 1.00 Satd. Flow (perm) 505 3471 3539 1568 1216 1227 1583 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 156 260 0 0 532 221 199 2 436 0 0 0 RTOR Reduction (vph) 0 0 0 0 0 139 0 0 346 0 0 0 Lane Group Flow (vph) 156 260 0 0 532 82 99 102 90 0 0 0 Heavy Vehicles (%) 29% 4% 0% 0% 2% 3% 41% 0% 2% 0% 0% 0% Turn Type pm+pt NA NA Perm Perm NA Perm Protected Phases 5 2 6 4 Permitted Phases 2 6 4 4 Actuated Green, G (s) 48.5 48.5 29.6 29.6 16.6 16.6 16.6 Effective Green, g (s) 48.5 48.5 29.6 29.6 16.6 16.6 16.6 Actuated g/C Ratio 0.61 0.61 0.37 0.37 0.21 0.21 0.21 Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7 6.7 Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Grp Cap (vph) 425 2104 1309 580 252 254 328 v/s Ratio Prot c0.05 0.07 c0.15 v/s Ratio Perm 0.17 0.05 0.08 0.08 0.06 v/c Ratio 0.37 0.12 0.41 0.14 0.39 0.40 0.28 Uniform Delay, d1 7.7 6.7 18.7 16.7 27.4 27.4 26.6 Progression Factor 0.40 0.20 0.85 1.26 1.00 1.00 1.00 Incremental Delay, d2 0.7 0.1 0.7 0.4 2.1 2.2 1.0 Delay (s) 3.7 1.4 16.6 21.5 29.5 29.6 27.6 Level of Service A A B C C C C Approach Delay (s) 2.3 18.0 28.2 0.0 Approach LOS A B C A Intersection Summary HCM 2000 Control Delay 18.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.41 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1 Intersection Capacity Utilization 59.8% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 333 Queues Fruit Hill Property 4: US 11 & Rest Church Rd Weekday PM - 2028 Background - Mitigation Strategy #3 Fruit Hill Property Synchro 11 Report Weekday PM - 2028 Background - Mitigation Strategy #3 Page 5 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 239 471 25 272 148 192 435 13 83 191 307 v/c Ratio 0.84 0.79 0.14 0.78 0.40 0.75 0.74 0.02 0.47 0.38 0.47 Control Delay 55.1 26.1 34.9 52.6 3.9 52.0 34.4 0.1 43.4 27.1 5.9 Queue Delay 0.0 0.0 0.0 2.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 55.1 26.1 34.9 54.8 3.9 52.0 34.4 0.1 43.4 27.1 5.9 Queue Length 50th (ft) 117 76 12 71 0 93 194 0 40 79 0 Queue Length 95th (ft) #234 117 33 #125 6 #180 #299 0 82 134 54 Internal Link Dist (ft) 191 394 920 966 Turn Bay Length (ft) 250 150 280 240 290 Base Capacity (vph) 291 613 180 347 373 266 584 603 177 497 647 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 21 0 0 0 0 0 0 4 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.82 0.77 0.14 0.83 0.40 0.72 0.74 0.02 0.47 0.38 0.48 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 334 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 4: US 11 & Rest Church Rd Weekday PM - 2028 Background - Mitigation Strategy #3 Fruit Hill Property Synchro 11 Report Weekday PM - 2028 Background - Mitigation Strategy #3 Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 383 136 106 22 239 130 169 383 11 73 168 270 Future Volume (vph) 383 136 106 22 239 130 169 383 11 73 168 270 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Lane Util. Factor 0.91 0.91 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1610 3168 1805 3471 1615 1719 1881 1455 1770 1863 1583 Flt Permitted 0.95 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1610 3168 1805 3471 1615 1719 1881 1455 1770 1863 1583 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 435 155 120 25 272 148 192 435 12 83 191 307 RTOR Reduction (vph) 0 39 0 0 0 133 0 0 9 0 0 225 Lane Group Flow (vph) 239 432 0 25 272 15 192 435 4 83 191 82 Heavy Vehicles (%) 2% 3% 4% 0% 4% 0% 5% 1% 11% 2% 2% 2% Turn Type Split NA Split NA Perm Prot NA Perm Prot NA Perm Protected Phases 8 8 4 4 5 2 1 6 Permitted Phases 4 2 6 Actuated Green, G (s) 14.2 14.2 8.0 8.0 8.0 12.0 24.8 24.8 8.0 21.3 21.3 Effective Green, g (s) 14.2 14.2 8.0 8.0 8.0 12.0 24.8 24.8 8.0 21.3 21.3 Actuated g/C Ratio 0.18 0.18 0.10 0.10 0.10 0.15 0.31 0.31 0.10 0.27 0.27 Clearance Time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0 Lane Grp Cap (vph) 285 562 180 347 161 257 583 451 177 496 421 v/s Ratio Prot c0.15 0.14 0.01 c0.08 c0.11 c0.23 0.05 0.10 v/s Ratio Perm 0.01 0.00 0.05 v/c Ratio 0.84 0.77 0.14 0.78 0.09 0.75 0.75 0.01 0.47 0.39 0.19 Uniform Delay, d1 31.8 31.3 32.9 35.2 32.7 32.5 24.8 19.1 34.0 24.0 22.7 Progression Factor 0.95 0.55 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 18.0 6.6 0.7 12.7 0.5 11.9 8.4 0.0 2.7 2.3 1.0 Delay (s) 48.4 24.0 33.6 47.8 33.2 44.5 33.2 19.1 36.7 26.3 23.7 Level of Service D C C D C D C B D C C Approach Delay (s) 32.2 42.2 36.3 26.4 Approach LOS C D D C Intersection Summary HCM 2000 Control Delay 33.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.83 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 25.0 Intersection Capacity Utilization 66.5% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 335 Queuing and Blocking Report Fruit Hill Property Weekday PM - 2028 Background - Mitigation Strategy #3Weekday PM - 2028 Background - Mitigation Strategy #3 Fruit Hill Property SimTraffic Report Weekday PM - 2028 Background - Mitigation Strategy #3 Page 1 Intersection: 2: I-81 SB Ramps & Rest Church Rd Movement EB EB EB WB WB WB SB SB Directions Served T T TR L T T LT R Maximum Queue (ft) 137 122 193 345 122 10 163 115 Average Queue (ft) 60 55 79 168 42 1 85 54 95th Queue (ft) 120 100 150 301 97 9 144 93 Link Distance (ft) 226 226 226 496 496 496 878 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 640 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: I-81 NB Ramps & Rest Church Rd Movement EB EB EB WB WB WB NB NB NB Directions Served L T T T T R L LT R Maximum Queue (ft) 142 53 57 162 158 91 131 194 180 Average Queue (ft) 57 6 13 86 64 43 51 93 78 95th Queue (ft) 113 30 45 141 122 77 105 169 144 Link Distance (ft) 496 496 496 190 190 190 638 Upstream Blk Time (%) 0 0 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 400 480 Storage Blk Time (%) Queuing Penalty (veh) 336 Queuing and Blocking Report Fruit Hill Property Weekday PM - 2028 Background - Mitigation Strategy #3Weekday PM - 2028 Background - Mitigation Strategy #3 Fruit Hill Property SimTraffic Report Weekday PM - 2028 Background - Mitigation Strategy #3 Page 2 Intersection: 4: US 11 & Rest Church Rd Movement EB EB EB WB WB WB WB NB NB NB SB SB Directions Served L LT TR L T T R L T R L T Maximum Queue (ft) 179 207 207 45 163 165 92 150 446 135 97 147 Average Queue (ft) 113 142 127 12 69 82 44 114 186 9 43 64 95th Queue (ft) 175 200 209 35 131 143 77 175 364 65 84 119 Link Distance (ft) 190 190 190 415 415 415 945 977 Upstream Blk Time (%) 0 1 2 Queuing Penalty (veh) 0 2 5 Storage Bay Dist (ft) 250 150 280 240 Storage Blk Time (%) 3 12 0 Queuing Penalty (veh) 13 22 0 Intersection: 4: US 11 & Rest Church Rd Movement SB Directions Served R Maximum Queue (ft) 108 Average Queue (ft) 44 95th Queue (ft) 82 Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 290 Storage Blk Time (%) Queuing Penalty (veh) Zone Summary Zone wide Queuing Penalty: 43 337 Appendix I Year 2028 Total Traffic Operational Worksheets 338 HCM 6th TWSC Fruit Hill Property 1: Zachary Ann Ln & Rest Church Rd Weekday AM - 2028 Total Fruit Hill Property Synchro 11 Report Weekday AM - 2028 Total Page 1 Intersection Int Delay, s/veh 8.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 136 21 351 57 11 233 Future Vol, veh/h 136 21 351 57 11 233 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 200 - 200 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 100 11 7 100 96 Mvmt Flow 151 23 390 63 12 259 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 174 0 1006 163 Stage 1 - - - - 163 - Stage 2 - - - - 843 - Critical Hdwy - - 4.21 - 7.4 7.16 Critical Hdwy Stg 1 - - - - 6.4 - Critical Hdwy Stg 2 - - - - 6.4 - Follow-up Hdwy - - 2.299 - 4.4 4.164 Pot Cap-1 Maneuver - - 1350 - 180 686 Stage 1 - - - - 675 - Stage 2 - - - - 293 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1350 - 128 686 Mov Cap-2 Maneuver - - - - 128 - Stage 1 - - - - 675 - Stage 2 - - - - 208 - Approach EB WB NB HCM Control Delay, s 0 7.5 14.4 HCM LOS B Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 128 686 - - 1350 - HCM Lane V/C Ratio 0.095 0.377 - - 0.289 - HCM Control Delay (s) 36.1 13.4 - - 8.7 - HCM Lane LOS E B - - A - HCM 95th %tile Q(veh) 0.3 1.8 - - 1.2 - 339 Queues Fruit Hill Property 2: I-81 SB Ramps & Rest Church Rd Weekday AM - 2028 Total Fruit Hill Property Synchro 11 Report Weekday AM - 2028 Total Page 2 Lane Group EBT WBL WBT SBT SBR Lane Group Flow (vph) 509 422 335 232 308 v/c Ratio 0.46 0.78 0.20 0.75 0.66 Control Delay 14.1 38.2 11.4 47.4 11.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 14.1 38.2 11.4 47.4 11.2 Queue Length 50th (ft) 35 209 54 110 0 Queue Length 95th (ft) 71 m290 m81 #205 70 Internal Link Dist (ft) 202 481 849 Turn Bay Length (ft) 640 Base Capacity (vph) 1108 667 1668 323 477 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.46 0.63 0.20 0.72 0.65 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. 340 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 2: I-81 SB Ramps & Rest Church Rd Weekday AM - 2028 Total Fruit Hill Property Synchro 11 Report Weekday AM - 2028 Total Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 215 238 376 298 0 0 0 0 205 2 274 Future Volume (vph) 0 215 238 376 298 0 0 0 0 205 2 274 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.1 6.2 8.0 8.0 Lane Util. Factor 0.91 1.00 0.95 1.00 1.00 Frt 0.92 1.00 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3477 1787 2597 1725 1214 Flt Permitted 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 3477 1787 2597 1725 1214 Peak-hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Adj. Flow (vph) 0 242 267 422 335 0 0 0 0 230 2 308 RTOR Reduction (vph) 0 197 0 0 0 0 0 0 0 0 0 253 Lane Group Flow (vph) 0 312 0 422 335 0 0 0 0 0 232 55 Heavy Vehicles (%) 0% 39% 36% 1% 39% 0% 0% 0% 0% 5% 0% 33% Turn Type NA Prot NA Split NA Perm Protected Phases 2 1 6 3 3 Permitted Phases 3 Actuated Green, G (s) 21.0 24.3 51.4 14.4 14.4 Effective Green, g (s) 21.0 24.3 51.4 14.4 14.4 Actuated g/C Ratio 0.26 0.30 0.64 0.18 0.18 Clearance Time (s) 6.2 6.1 6.2 8.0 8.0 Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0 Lane Grp Cap (vph) 912 542 1668 310 218 v/s Ratio Prot c0.09 c0.24 0.13 c0.13 v/s Ratio Perm 0.05 v/c Ratio 0.34 0.78 0.20 0.75 0.25 Uniform Delay, d1 23.9 25.4 5.9 31.1 28.2 Progression Factor 1.00 1.14 1.83 1.00 1.00 Incremental Delay, d2 1.0 6.9 0.3 10.1 0.8 Delay (s) 24.9 35.9 11.0 41.2 29.0 Level of Service C D B D C Approach Delay (s) 24.9 24.9 0.0 34.2 Approach LOS C C A C Intersection Summary HCM 2000 Control Delay 27.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.62 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3 Intersection Capacity Utilization 60.9% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 341 Queues Fruit Hill Property 3: I-81 NB Ramps & Rest Church Rd Weekday AM - 2028 Total Fruit Hill Property Synchro 11 Report Weekday AM - 2028 Total Page 4 Lane Group EBL EBT WBT WBR NBT NBR Lane Group Flow (vph) 155 269 467 124 277 252 v/c Ratio 0.40 0.12 0.32 0.16 0.80 0.55 Control Delay 17.1 13.1 13.0 2.0 30.0 9.0 Queue Delay 0.0 0.0 0.4 0.0 0.0 0.0 Total Delay 17.1 13.1 13.4 2.0 30.0 9.0 Queue Length 50th (ft) 48 42 82 0 44 0 Queue Length 95th (ft) m73 m60 96 0 #171 62 Internal Link Dist (ft) 481 191 609 Turn Bay Length (ft) 480 Base Capacity (vph) 391 2212 1478 754 367 488 Starvation Cap Reductn 0 0 553 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.40 0.12 0.50 0.16 0.75 0.52 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. 342 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 3: I-81 NB Ramps & Rest Church Rd Weekday AM - 2028 Total Fruit Hill Property Synchro 11 Report Weekday AM - 2028 Total Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 153 266 0 0 462 123 212 0 312 0 0 0 Future Volume (vph) 153 266 0 0 462 123 212 0 312 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 Frt 1.00 1.00 1.00 0.85 0.97 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.96 1.00 Satd. Flow (prot) 1165 3438 3505 1568 1148 1490 Flt Permitted 0.39 1.00 1.00 1.00 0.96 1.00 Satd. Flow (perm) 477 3438 3505 1568 1148 1490 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 155 269 0 0 467 124 214 0 315 0 0 0 RTOR Reduction (vph) 0 0 0 0 0 72 0 152 209 0 0 0 Lane Group Flow (vph) 155 269 0 0 467 52 0 125 43 0 0 0 Heavy Vehicles (%) 55% 5% 0% 0% 3% 3% 59% 0% 3% 0% 0% 0% Turn Type pm+pt NA NA Perm Perm NA Perm Protected Phases 5 2 6 4 Permitted Phases 2 6 4 4 Actuated Green, G (s) 51.5 51.5 33.8 33.8 13.6 13.6 Effective Green, g (s) 51.5 51.5 33.8 33.8 13.6 13.6 Actuated g/C Ratio 0.64 0.64 0.42 0.42 0.17 0.17 Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7 Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0 Lane Grp Cap (vph) 388 2213 1480 662 195 253 v/s Ratio Prot c0.05 0.08 0.13 v/s Ratio Perm c0.21 0.03 0.11 0.03 v/c Ratio 0.40 0.12 0.32 0.08 0.64 0.17 Uniform Delay, d1 6.4 5.5 15.4 13.8 30.9 28.4 Progression Factor 2.24 2.21 0.77 1.07 1.00 1.00 Incremental Delay, d2 0.8 0.1 0.5 0.2 9.5 0.7 Delay (s) 15.2 12.3 12.4 15.0 40.4 29.0 Level of Service B B B B D C Approach Delay (s) 13.3 13.0 35.0 0.0 Approach LOS B B C A Intersection Summary HCM 2000 Control Delay 20.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.49 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1 Intersection Capacity Utilization 60.9% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 343 Queues Fruit Hill Property 4: US 11 & Rest Church Rd Weekday AM - 2028 Total Fruit Hill Property Synchro 11 Report Weekday AM - 2028 Total Page 6 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 122 514 16 133 47 90 74 21 154 269 420 v/c Ratio 0.53 0.49 0.10 0.34 0.12 0.53 0.13 0.03 0.77 0.44 0.52 Control Delay 34.1 12.6 35.0 35.6 0.6 46.0 21.1 0.1 61.9 24.7 5.0 Queue Delay 0.0 0.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 34.1 13.3 35.0 35.6 0.6 46.0 21.1 0.1 61.9 24.7 5.0 Queue Length 50th (ft) 49 38 8 33 0 43 27 0 77 107 0 Queue Length 95th (ft) m57 m74 26 60 0 #97 57 0 #177 177 61 Internal Link Dist (ft) 191 394 920 966 Turn Bay Length (ft) 250 150 280 240 290 Base Capacity (vph) 258 1054 162 391 393 172 580 661 200 610 802 Starvation Cap Reductn 0 256 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.47 0.64 0.10 0.34 0.12 0.52 0.13 0.03 0.77 0.44 0.52 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. 344 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 4: US 11 & Rest Church Rd Weekday AM - 2028 Total Fruit Hill Property Synchro 11 Report Weekday AM - 2028 Total Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 111 281 187 15 121 43 82 67 19 140 245 382 Future Volume (vph) 111 281 187 15 121 43 82 67 19 140 245 382 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 7.1 5.5 6.8 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.94 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1736 3190 1805 3505 1615 1612 1863 1615 1787 1881 1599 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1736 3190 1805 3505 1615 1612 1863 1615 1787 1881 1599 Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 122 309 205 16 133 47 90 74 21 154 269 420 RTOR Reduction (vph) 0 119 0 0 0 39 0 0 16 0 0 312 Lane Group Flow (vph) 122 395 0 16 133 8 90 74 5 154 269 108 Heavy Vehicles (%) 4% 0% 16% 0% 3% 0% 12% 2% 0% 1% 1% 1% Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 3 8 7 4 5 2 1 6 Permitted Phases 4 2 6 Actuated Green, G (s) 10.7 23.5 1.4 14.2 14.2 8.5 19.5 19.5 9.0 20.5 20.5 Effective Green, g (s) 10.7 23.5 1.4 14.2 14.2 8.5 19.5 19.5 9.0 20.5 20.5 Actuated g/C Ratio 0.13 0.29 0.02 0.18 0.18 0.11 0.24 0.24 0.11 0.26 0.26 Clearance Time (s) 7.1 5.5 6.8 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0 Lane Grp Cap (vph) 232 937 31 622 286 171 454 393 201 482 409 v/s Ratio Prot c0.07 c0.12 0.01 0.04 0.06 0.04 c0.09 c0.14 v/s Ratio Perm 0.01 0.00 0.07 v/c Ratio 0.53 0.42 0.52 0.21 0.03 0.53 0.16 0.01 0.77 0.56 0.26 Uniform Delay, d1 32.3 22.8 39.0 28.1 27.2 33.8 23.8 22.9 34.5 25.8 23.7 Progression Factor 0.83 0.69 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.4 0.4 26.0 0.4 0.1 3.8 0.8 0.1 16.8 4.6 1.6 Delay (s) 29.2 16.1 65.0 28.5 27.3 37.6 24.6 23.0 51.3 30.4 25.3 Level of Service C B E C C D C C D C C Approach Delay (s) 18.6 31.2 30.7 31.7 Approach LOS B C C C Intersection Summary HCM 2000 Control Delay 27.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.59 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 26.6 Intersection Capacity Utilization 60.4% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 345 Queuing and Blocking Report Fruit Hill Property Weekday AM - 2028 Total Weekday AM - 2028 Total Fruit Hill Property SimTraffic Report Weekday AM - 2028 Total Page 1 Intersection: 2: I-81 SB Ramps & Rest Church Rd Movement EB EB EB B14 WB WB WB SB SB Directions Served T T TR T L T T LT R Maximum Queue (ft) 203 134 221 3 315 168 48 240 180 Average Queue (ft) 92 53 106 0 196 68 2 114 74 95th Queue (ft) 176 108 183 3 282 136 24 198 136 Link Distance (ft) 227 227 227 408 503 503 503 878 Upstream Blk Time (%) 0 0 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 640 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: I-81 NB Ramps & Rest Church Rd Movement EB EB EB WB WB WB NB NB Directions Served L T T T T R LTR R Maximum Queue (ft) 217 103 124 174 176 70 559 444 Average Queue (ft) 101 35 68 90 65 31 315 227 95th Queue (ft) 184 79 108 157 134 61 519 422 Link Distance (ft) 503 503 503 195 195 195 638 Upstream Blk Time (%) 0 0 1 Queuing Penalty (veh) 0 0 0 Storage Bay Dist (ft) 480 Storage Blk Time (%) 2 0 Queuing Penalty (veh) 3 0 346 Queuing and Blocking Report Fruit Hill Property Weekday AM - 2028 Total Weekday AM - 2028 Total Fruit Hill Property SimTraffic Report Weekday AM - 2028 Total Page 2 Intersection: 4: US 11 & Rest Church Rd Movement EB EB EB WB WB WB WB NB NB NB SB SB Directions Served L T TR L T T R L T R L T Maximum Queue (ft) 170 195 213 53 98 112 55 118 96 21 166 201 Average Queue (ft) 93 99 128 15 41 43 25 51 27 4 83 92 95th Queue (ft) 152 175 205 42 80 90 52 99 67 17 150 168 Link Distance (ft) 195 195 195 427 427 427 945 980 Upstream Blk Time (%) 0 0 1 Queuing Penalty (veh) 0 0 3 Storage Bay Dist (ft) 250 150 280 240 Storage Blk Time (%) 0 0 0 0 Queuing Penalty (veh) 0 0 2 0 Intersection: 4: US 11 & Rest Church Rd Movement SB Directions Served R Maximum Queue (ft) 151 Average Queue (ft) 60 95th Queue (ft) 112 Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 290 Storage Blk Time (%) 0 Queuing Penalty (veh) 0 Zone Summary Zone wide Queuing Penalty: 9 347 HCM 6th TWSC Fruit Hill Property 1: Zachary Ann Ln & Rest Church Rd Weekday PM - 2028 Total Fruit Hill Property Synchro 11 Report Weekday PM - 2028 Total Page 1 Intersection Int Delay, s/veh 10.2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 148 11 157 162 21 389 Future Vol, veh/h 148 11 157 162 21 389 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 200 - 200 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 1 0 100 1 0 82 Mvmt Flow 168 13 178 184 24 442 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 181 0 715 175 Stage 1 - - - - 175 - Stage 2 - - - - 540 - Critical Hdwy - - 5.1 - 6.4 7.02 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 3.1 - 3.5 4.038 Pot Cap-1 Maneuver - - 970 - 400 698 Stage 1 - - - - 860 - Stage 2 - - - - 588 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 970 - 326 698 Mov Cap-2 Maneuver - - - - 326 - Stage 1 - - - - 860 - Stage 2 - - - - 480 - Approach EB WB NB HCM Control Delay, s 0 4.7 18.5 HCM LOS C Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 326 698 - - 970 - HCM Lane V/C Ratio 0.073 0.633 - - 0.184 - HCM Control Delay (s) 16.9 18.6 - - 9.5 - HCM Lane LOS C C - - A - HCM 95th %tile Q(veh) 0.2 4.5 - - 0.7 - 348 Queues Fruit Hill Property 2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2028 Total Fruit Hill Property Synchro 11 Report Weekday PM - 2028 Total Page 2 Lane Group EBT WBL WBT SBT SBR Lane Group Flow (vph) 777 435 405 166 266 v/c Ratio 0.69 0.78 0.22 0.50 0.61 Control Delay 23.9 35.3 15.9 33.9 10.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 23.9 35.3 15.9 33.9 10.3 Queue Length 50th (ft) 97 231 72 76 0 Queue Length 95th (ft) 135 m#377 m117 120 55 Internal Link Dist (ft) 202 481 849 Turn Bay Length (ft) 640 Base Capacity (vph) 1128 555 1844 479 510 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.69 0.78 0.22 0.35 0.52 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. 349 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2028 Total Fruit Hill Property Synchro 11 Report Weekday PM - 2028 Total Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 396 288 383 356 0 0 0 0 143 3 234 Future Volume (vph) 0 396 288 383 356 0 0 0 0 143 3 234 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.1 6.2 8.0 8.0 Lane Util. Factor 0.91 1.00 0.95 1.00 1.00 Frt 0.94 1.00 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3982 1770 2911 1743 1154 Flt Permitted 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 3982 1770 2911 1743 1154 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 0 450 327 435 405 0 0 0 0 162 3 266 RTOR Reduction (vph) 0 159 0 0 0 0 0 0 0 0 0 216 Lane Group Flow (vph) 0 618 0 435 405 0 0 0 0 0 166 50 Heavy Vehicles (%) 0% 17% 29% 2% 24% 0% 0% 0% 0% 4% 0% 40% Turn Type NA Prot NA Split NA Perm Protected Phases 2 1 6 3 3 Permitted Phases 3 Actuated Green, G (s) 19.5 25.1 50.7 15.1 15.1 Effective Green, g (s) 19.5 25.1 50.7 15.1 15.1 Actuated g/C Ratio 0.24 0.31 0.63 0.19 0.19 Clearance Time (s) 6.2 6.1 6.2 8.0 8.0 Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0 Lane Grp Cap (vph) 970 555 1844 328 217 v/s Ratio Prot c0.16 c0.25 0.14 c0.10 v/s Ratio Perm 0.04 v/c Ratio 0.64 0.78 0.22 0.51 0.23 Uniform Delay, d1 27.1 25.0 6.2 29.1 27.5 Progression Factor 1.00 1.03 2.29 1.00 1.00 Incremental Delay, d2 3.2 5.2 0.2 1.7 0.7 Delay (s) 30.3 30.9 14.5 30.8 28.3 Level of Service C C B C C Approach Delay (s) 30.3 23.0 0.0 29.2 Approach LOS C C A C Intersection Summary HCM 2000 Control Delay 27.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.66 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3 Intersection Capacity Utilization 70.1% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 350 Queues Fruit Hill Property 3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2028 Total Fruit Hill Property Synchro 11 Report Weekday PM - 2028 Total Page 4 Lane Group EBL EBT WBT WBR NBT NBR Lane Group Flow (vph) 321 278 541 221 373 344 v/c Ratio 0.96 0.17 0.73 0.44 0.83 0.47 Control Delay 71.0 15.8 29.0 6.0 40.2 4.5 Queue Delay 0.0 0.0 1.3 0.4 31.2 0.5 Total Delay 71.0 15.8 30.3 6.4 71.4 5.0 Queue Length 50th (ft) ~162 37 130 0 160 0 Queue Length 95th (ft) m#292 m71 m183 m9 #310 54 Internal Link Dist (ft) 481 191 836 Turn Bay Length (ft) 480 Base Capacity (vph) 336 1649 743 503 482 768 Starvation Cap Reductn 0 0 71 65 0 0 Spillback Cap Reductn 0 0 0 0 121 146 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.96 0.17 0.81 0.50 1.03 0.55 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. 351 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2028 Total Fruit Hill Property Synchro 11 Report Weekday PM - 2028 Total Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 289 250 0 0 487 199 251 2 392 0 0 0 Future Volume (vph) 289 250 0 0 487 199 251 2 392 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 Frt 1.00 1.00 1.00 0.85 0.96 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.96 1.00 Satd. Flow (prot) 1399 3471 3539 1568 1277 1504 Flt Permitted 0.24 1.00 1.00 1.00 0.96 1.00 Satd. Flow (perm) 348 3471 3539 1568 1277 1504 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 321 278 0 0 541 221 279 2 436 0 0 0 RTOR Reduction (vph) 0 0 0 0 0 175 0 15 227 0 0 0 Lane Group Flow (vph) 321 278 0 0 541 46 0 358 117 0 0 0 Heavy Vehicles (%) 29% 4% 0% 0% 2% 3% 41% 0% 2% 0% 0% 0% Turn Type pm+pt NA NA Perm Perm NA Perm Protected Phases 5 2 6 4 Permitted Phases 2 6 4 4 Actuated Green, G (s) 38.0 38.0 16.8 16.8 27.1 27.1 Effective Green, g (s) 38.0 38.0 16.8 16.8 27.1 27.1 Actuated g/C Ratio 0.48 0.48 0.21 0.21 0.34 0.34 Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7 Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0 Lane Grp Cap (vph) 336 1648 743 329 432 509 v/s Ratio Prot c0.16 0.08 0.15 v/s Ratio Perm c0.30 0.03 0.28 0.08 v/c Ratio 0.96 0.17 0.73 0.14 0.83 0.23 Uniform Delay, d1 16.0 12.0 29.5 25.7 24.3 19.0 Progression Factor 2.16 1.22 0.81 0.86 1.00 1.00 Incremental Delay, d2 32.6 0.2 5.0 0.7 13.7 0.5 Delay (s) 67.2 14.8 28.7 22.9 38.0 19.4 Level of Service E B C C D B Approach Delay (s) 42.9 27.0 29.1 0.0 Approach LOS D C C A Intersection Summary HCM 2000 Control Delay 32.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.96 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1 Intersection Capacity Utilization 70.1% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 352 Queues Fruit Hill Property 4: US 11 & Rest Church Rd Weekday PM - 2028 Total Fruit Hill Property Synchro 11 Report Weekday PM - 2028 Total Page 6 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 444 285 25 272 148 198 435 13 83 191 310 v/c Ratio 1.20 0.22 0.15 0.53 0.28 0.81 0.94 0.02 0.45 0.58 0.56 Control Delay 145.4 11.3 36.0 35.8 1.3 60.7 62.5 0.1 41.8 38.0 6.8 Queue Delay 1.0 0.0 0.0 0.2 0.0 0.8 0.0 0.0 0.0 0.0 0.1 Total Delay 146.4 11.3 36.0 36.1 1.3 61.5 62.5 0.1 41.8 38.0 6.9 Queue Length 50th (ft) ~281 14 12 66 0 97 ~246 0 40 87 0 Queue Length 95th (ft) m#431 m16 34 102 0 #199 #404 0 81 149 46 Internal Link Dist (ft) 191 394 1365 966 Turn Bay Length (ft) 250 150 280 240 290 Base Capacity (vph) 369 1289 163 511 535 244 465 615 188 344 569 Starvation Cap Reductn 32 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 29 0 4 0 0 0 0 8 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.32 0.22 0.15 0.56 0.28 0.82 0.94 0.02 0.44 0.56 0.55 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. 353 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 4: US 11 & Rest Church Rd Weekday PM - 2028 Total Fruit Hill Property Synchro 11 Report Weekday PM - 2028 Total Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 391 136 114 22 239 130 174 383 11 73 168 273 Future Volume (vph) 391 136 114 22 239 130 174 383 11 73 168 273 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 7.1 5.5 6.8 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.93 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 3251 1805 3471 1615 1719 1881 1455 1770 1863 1583 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 3251 1805 3471 1615 1719 1881 1455 1770 1863 1583 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 444 155 130 25 272 148 198 435 12 83 191 310 RTOR Reduction (vph) 0 91 0 0 0 119 0 0 10 0 0 249 Lane Group Flow (vph) 444 194 0 25 272 29 198 435 3 83 191 61 Heavy Vehicles (%) 2% 3% 4% 0% 4% 0% 5% 1% 11% 2% 2% 2% Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 3 8 7 4 5 2 1 6 Permitted Phases 4 2 6 Actuated Green, G (s) 10.9 23.9 2.9 15.9 15.9 11.3 19.8 19.8 6.8 15.8 15.8 Effective Green, g (s) 10.9 23.9 2.9 15.9 15.9 11.3 19.8 19.8 6.8 15.8 15.8 Actuated g/C Ratio 0.14 0.30 0.04 0.20 0.20 0.14 0.25 0.25 0.08 0.20 0.20 Clearance Time (s) 7.1 5.5 6.8 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0 Lane Grp Cap (vph) 241 971 65 689 320 242 465 360 150 367 312 v/s Ratio Prot c0.25 0.06 0.01 c0.08 c0.12 c0.23 0.05 0.10 v/s Ratio Perm 0.02 0.00 0.04 v/c Ratio 1.84 0.20 0.38 0.39 0.09 0.82 0.94 0.01 0.55 0.52 0.20 Uniform Delay, d1 34.5 20.9 37.7 27.9 26.2 33.4 29.5 22.7 35.1 28.7 26.8 Progression Factor 1.03 0.97 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 393.6 0.5 7.7 0.8 0.3 19.8 27.0 0.0 5.4 2.5 0.6 Delay (s) 429.2 20.8 45.4 28.6 26.4 53.1 56.5 22.7 40.5 31.2 27.4 Level of Service F C D C C D E C D C C Approach Delay (s) 269.6 28.8 54.8 30.5 Approach LOS F C D C Intersection Summary HCM 2000 Control Delay 109.2 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.01 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 26.6 Intersection Capacity Utilization 76.0% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group 354 Queuing and Blocking Report Fruit Hill Property Weekday PM - 2028 Total Weekday PM - 2028 Total Fruit Hill Property SimTraffic Report Weekday PM - 2028 Total Page 1 Intersection: 2: I-81 SB Ramps & Rest Church Rd Movement EB EB EB B14 B14 WB WB WB SB SB Directions Served T T TR T T L T T LT R Maximum Queue (ft) 253 195 233 9 8 401 432 127 152 154 Average Queue (ft) 128 79 125 0 0 199 134 10 77 68 95th Queue (ft) 221 149 204 7 8 333 280 65 133 119 Link Distance (ft) 227 227 227 396 396 504 504 504 878 Upstream Blk Time (%) 1 0 0 0 0 Queuing Penalty (veh) 1 0 0 0 0 Storage Bay Dist (ft) 640 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: I-81 NB Ramps & Rest Church Rd Movement EB EB EB WB WB WB NB NB Directions Served L T T T T R LTR R Maximum Queue (ft) 379 134 142 229 224 109 928 480 Average Queue (ft) 200 48 59 141 126 48 845 441 95th Queue (ft) 331 104 114 225 214 85 1122 609 Link Distance (ft) 504 504 504 198 198 198 865 Upstream Blk Time (%) 0 2 1 0 69 Queuing Penalty (veh) 0 4 3 0 0 Storage Bay Dist (ft) 480 Storage Blk Time (%) 64 4 Queuing Penalty (veh) 125 17 355 Queuing and Blocking Report Fruit Hill Property Weekday PM - 2028 Total Weekday PM - 2028 Total Fruit Hill Property SimTraffic Report Weekday PM - 2028 Total Page 2 Intersection: 4: US 11 & Rest Church Rd Movement EB EB EB WB WB WB WB NB NB NB SB SB Directions Served L T TR L T T R L T R L T Maximum Queue (ft) 248 243 254 61 151 180 109 150 691 184 117 175 Average Queue (ft) 215 196 161 20 70 90 49 129 324 13 49 82 95th Queue (ft) 243 257 274 48 127 154 90 181 674 90 95 154 Link Distance (ft) 198 198 198 427 427 427 1393 980 Upstream Blk Time (%) 57 27 11 Queuing Penalty (veh) 122 58 23 Storage Bay Dist (ft) 250 150 280 240 Storage Blk Time (%) 10 29 0 0 Queuing Penalty (veh) 42 54 0 0 Intersection: 4: US 11 & Rest Church Rd Movement SB Directions Served R Maximum Queue (ft) 131 Average Queue (ft) 52 95th Queue (ft) 96 Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 290 Storage Blk Time (%) Queuing Penalty (veh) Zone Summary Zone wide Queuing Penalty: 452 356 Appendix J 2028 Total Traffic Conditions – Mitigation Scenario Operational Worksheets 357 Queues 2: I-81 SB Ramps & Rest Church Rd 12/13/2022 Scenario 1 Fruit Hill Property 5:38 pm 12/02/2021 Weekday PM - 2028 Total - Mitigation Strategy #1 Synchro 11 Report Page 1 Lane Group EBT WBL WBT SBT SBR Lane Group Flow (vph) 777 435 405 166 266 v/c Ratio 0.61 0.82 0.21 0.58 0.65 Control Delay 20.9 28.5 0.8 39.4 12.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 20.9 28.5 0.8 39.4 12.2 Queue Length 50th (ft) 91 227 1 77 0 Queue Length 95th (ft) 132 m287 m1 134 63 Internal Link Dist (ft) 202 481 849 Turn Bay Length (ft) 640 Base Capacity (vph) 1276 595 1913 304 421 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.61 0.73 0.21 0.55 0.63 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. 358 HCM Signalized Intersection Capacity Analysis 2: I-81 SB Ramps & Rest Church Rd 12/13/2022 Scenario 1 Fruit Hill Property 5:38 pm 12/02/2021 Weekday PM - 2028 Total - Mitigation Strategy #1 Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 396 288 383 356 0 0 0 0 143 3 234 Future Volume (vph) 0 396 288 383 356 0 0 0 0 143 3 234 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.1 6.2 8.0 8.0 Lane Util. Factor 0.91 1.00 0.95 1.00 1.00 Frt 0.94 1.00 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3982 1770 2911 1743 1154 Flt Permitted 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 3982 1770 2911 1743 1154 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 0 450 327 435 405 0 0 0 0 162 3 266 RTOR Reduction (vph) 0 154 0 0 0 0 0 0 0 0 0 222 Lane Group Flow (vph) 0 623 0 435 405 0 0 0 0 0 166 44 Heavy Vehicles (%) 0% 17% 29% 2% 24% 0% 0% 0% 0% 4% 0% 40% Turn Type NA Prot NA Split NA Perm Protected Phases 2 1 6 3 3 Permitted Phases 3 Actuated Green, G (s) 22.6 23.9 52.6 13.2 13.2 Effective Green, g (s) 22.6 23.9 52.6 13.2 13.2 Actuated g/C Ratio 0.28 0.30 0.66 0.16 0.16 Clearance Time (s) 6.2 6.1 6.2 8.0 8.0 Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0 Lane Grp Cap (vph) 1124 528 1913 287 190 v/s Ratio Prot c0.16 c0.25 0.14 c0.10 v/s Ratio Perm 0.04 v/c Ratio 0.55 0.82 0.21 0.58 0.23 Uniform Delay, d1 24.4 26.1 5.5 30.8 29.0 Progression Factor 1.00 0.75 0.11 1.00 1.00 Incremental Delay, d2 2.0 6.8 0.2 3.4 0.9 Delay (s) 26.4 26.4 0.8 34.2 29.8 Level of Service C C A C C Approach Delay (s) 26.4 14.1 0.0 31.5 Approach LOS C B A C Intersection Summary HCM 2000 Control Delay 22.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.67 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3 Intersection Capacity Utilization 70.1% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 359 Queues 3: I-81 NB Ramps & Rest Church Rd 12/13/2022 Scenario 1 Fruit Hill Property 5:38 pm 12/02/2021 Weekday PM - 2028 Total - Mitigation Strategy #1 Synchro 11 Report Page 3 Lane Group EBL EBT WBT WBR NBT NBR Lane Group Flow (vph) 321 278 541 221 373 344 v/c Ratio 0.85 0.16 0.73 0.44 0.91 0.49 Control Delay 30.8 2.5 30.9 8.9 53.8 5.2 Queue Delay 0.0 0.0 0.7 0.4 0.0 0.0 Total Delay 30.8 2.5 31.5 9.3 53.8 5.2 Queue Length 50th (ft) 38 7 108 2 174 0 Queue Length 95th (ft) #213 8 #175 m37 #347 58 Internal Link Dist (ft) 481 191 609 Turn Bay Length (ft) 480 Base Capacity (vph) 382 1750 740 503 419 710 Starvation Cap Reductn 0 0 43 60 0 0 Spillback Cap Reductn 0 46 0 0 0 4 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.84 0.16 0.78 0.50 0.89 0.49 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. 360 HCM Signalized Intersection Capacity Analysis 3: I-81 NB Ramps & Rest Church Rd 12/13/2022 Scenario 1 Fruit Hill Property 5:38 pm 12/02/2021 Weekday PM - 2028 Total - Mitigation Strategy #1 Synchro 11 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 289 250 0 0 487 199 251 2 392 0 0 0 Future Volume (vph) 289 250 0 0 487 199 251 2 392 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 Frt 1.00 1.00 1.00 0.85 0.96 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.96 1.00 Satd. Flow (prot) 1399 3471 3539 1568 1277 1504 Flt Permitted 0.24 1.00 1.00 1.00 0.96 1.00 Satd. Flow (perm) 348 3471 3539 1568 1277 1504 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 321 278 0 0 541 221 279 2 436 0 0 0 RTOR Reduction (vph) 0 0 0 0 0 175 0 15 238 0 0 0 Lane Group Flow (vph) 321 278 0 0 541 46 0 358 106 0 0 0 Heavy Vehicles (%) 29% 4% 0% 0% 2% 3% 41% 0% 2% 0% 0% 0% Turn Type pm+pt NA NA Perm Split NA Perm Protected Phases 5 2 6 4 4 Permitted Phases 2 6 4 Actuated Green, G (s) 40.4 40.4 16.8 16.8 24.7 24.7 Effective Green, g (s) 40.4 40.4 16.8 16.8 24.7 24.7 Actuated g/C Ratio 0.50 0.50 0.21 0.21 0.31 0.31 Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7 Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0 Lane Grp Cap (vph) 378 1752 743 329 394 464 v/s Ratio Prot c0.16 0.08 0.15 c0.28 v/s Ratio Perm c0.27 0.03 0.07 v/c Ratio 0.85 0.16 0.73 0.14 0.91 0.23 Uniform Delay, d1 14.4 10.7 29.5 25.7 26.6 20.6 Progression Factor 0.74 0.22 0.85 1.49 1.00 1.00 Incremental Delay, d2 14.0 0.2 4.7 0.7 25.2 0.5 Delay (s) 24.6 2.5 29.7 39.1 51.8 21.1 Level of Service C A C D D C Approach Delay (s) 14.3 32.4 37.1 0.0 Approach LOS B C D A Intersection Summary HCM 2000 Control Delay 28.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.93 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1 Intersection Capacity Utilization 70.1% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 361 Queues 4: US 11 & Rest Church Rd 12/13/2022 Scenario 1 Fruit Hill Property 5:38 pm 12/02/2021 Weekday PM - 2028 Total - Mitigation Strategy #1 Synchro 11 Report Page 5 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 244 485 25 272 148 198 435 13 83 191 310 v/c Ratio 0.66 0.64 0.13 0.74 0.39 0.76 0.79 0.02 0.47 0.50 0.54 Control Delay 35.8 24.2 34.7 48.6 3.8 52.0 39.0 0.1 43.4 32.4 7.3 Queue Delay 0.6 0.1 0.0 0.0 0.0 2.5 0.0 0.0 0.0 0.0 0.0 Total Delay 36.4 24.3 34.7 48.6 3.8 54.5 39.0 0.1 43.4 32.4 7.3 Queue Length 50th (ft) 109 53 12 71 0 95 203 0 40 83 0 Queue Length 95th (ft) m182 m93 33 #125 6 #184 #342 0 82 141 57 Internal Link Dist (ft) 191 394 920 966 Turn Bay Length (ft) 250 150 280 240 290 Base Capacity (vph) 367 763 192 369 382 272 552 583 177 419 596 Starvation Cap Reductn 17 17 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 22 0 0 0 0 4 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.70 0.65 0.13 0.74 0.39 0.79 0.79 0.02 0.47 0.46 0.52 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. 362 HCM Signalized Intersection Capacity Analysis 4: US 11 & Rest Church Rd 12/13/2022 Scenario 1 Fruit Hill Property 5:38 pm 12/02/2021 Weekday PM - 2028 Total - Mitigation Strategy #1 Synchro 11 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 391 136 114 22 239 130 174 383 11 73 168 273 Future Volume (vph) 391 136 114 22 239 130 174 383 11 73 168 273 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Lane Util. Factor 0.91 0.91 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1610 3162 1805 3471 1615 1719 1881 1455 1770 1863 1583 Flt Permitted 0.95 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1610 3162 1805 3471 1615 1719 1881 1455 1770 1863 1583 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 444 155 130 25 272 148 198 435 12 83 191 310 RTOR Reduction (vph) 0 43 0 0 0 132 0 0 9 0 0 239 Lane Group Flow (vph) 244 442 0 25 272 16 198 435 4 83 191 71 Heavy Vehicles (%) 2% 3% 4% 0% 4% 0% 5% 1% 11% 2% 2% 2% Turn Type Split NA Split NA Perm Prot NA Perm Prot NA Perm Protected Phases 8 8 4 4 5 2 1 6 Permitted Phases 4 2 6 Actuated Green, G (s) 16.6 16.6 8.5 8.5 8.5 12.2 23.5 23.5 6.4 18.2 18.2 Effective Green, g (s) 16.6 16.6 8.5 8.5 8.5 12.2 23.5 23.5 6.4 18.2 18.2 Actuated g/C Ratio 0.21 0.21 0.11 0.11 0.11 0.15 0.29 0.29 0.08 0.23 0.23 Clearance Time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0 Lane Grp Cap (vph) 334 656 191 368 171 262 552 427 141 423 360 v/s Ratio Prot c0.15 0.14 0.01 c0.08 c0.12 c0.23 0.05 0.10 v/s Ratio Perm 0.01 0.00 0.04 v/c Ratio 0.73 0.67 0.13 0.74 0.09 0.76 0.79 0.01 0.59 0.45 0.20 Uniform Delay, d1 29.6 29.2 32.4 34.7 32.3 32.5 26.0 20.0 35.5 26.6 25.0 Progression Factor 0.91 0.79 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 12.0 5.4 0.7 9.1 0.5 12.4 8.5 0.0 7.2 1.6 0.6 Delay (s) 38.8 28.5 33.1 43.8 32.8 44.9 34.4 20.0 42.8 28.2 25.5 Level of Service D C C D C D C C D C C Approach Delay (s) 31.9 39.5 37.3 28.9 Approach LOS C D D C Intersection Summary HCM 2000 Control Delay 34.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.84 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 25.0 Intersection Capacity Utilization 66.8% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 363 Queuing and Blocking Report Fruit Hill Property Weekday PM - 2028 Total - Mitigation Strategy #1 Weekday PM - 2028 Total - Mitigation Strategy #1 Fruit Hill Property SimTraffic Report Weekday PM - 2028 Total - Mitigation Strategy #1 Page 1 Intersection: 2: I-81 SB Ramps & Rest Church Rd Movement EB EB EB B14 WB WB WB SB SB Directions Served T T TR T L T T LT R Maximum Queue (ft) 210 183 258 17 370 158 11 192 141 Average Queue (ft) 117 84 130 1 148 46 0 87 64 95th Queue (ft) 193 154 215 13 291 126 8 156 111 Link Distance (ft) 226 226 226 1072 503 503 503 878 Upstream Blk Time (%) 0 0 1 0 Queuing Penalty (veh) 0 0 1 0 Storage Bay Dist (ft) 640 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: I-81 NB Ramps & Rest Church Rd Movement EB EB EB WB WB WB NB NB Directions Served L T T T T R LTR R Maximum Queue (ft) 275 62 92 206 204 125 583 448 Average Queue (ft) 121 11 20 117 104 62 308 221 95th Queue (ft) 229 42 61 192 181 109 494 401 Link Distance (ft) 503 503 503 195 195 195 638 Upstream Blk Time (%) 1 0 0 Queuing Penalty (veh) 2 1 0 Storage Bay Dist (ft) 480 Storage Blk Time (%) 1 0 Queuing Penalty (veh) 2 0 364 Queuing and Blocking Report Fruit Hill Property Weekday PM - 2028 Total - Mitigation Strategy #1 Weekday PM - 2028 Total - Mitigation Strategy #1 Fruit Hill Property SimTraffic Report Weekday PM - 2028 Total - Mitigation Strategy #1 Page 2 Intersection: 4: US 11 & Rest Church Rd Movement EB EB EB WB WB WB WB NB NB NB SB SB Directions Served L LT TR L T T R L T R L T Maximum Queue (ft) 180 179 194 47 148 187 86 149 500 84 112 152 Average Queue (ft) 101 106 80 13 62 93 41 115 222 7 43 70 95th Queue (ft) 162 161 154 34 125 163 67 175 492 49 90 128 Link Distance (ft) 195 195 195 415 415 415 945 977 Upstream Blk Time (%) 0 0 0 1 Queuing Penalty (veh) 0 0 1 0 Storage Bay Dist (ft) 250 150 280 240 Storage Blk Time (%) 5 14 0 Queuing Penalty (veh) 21 26 0 Intersection: 4: US 11 & Rest Church Rd Movement SB Directions Served R Maximum Queue (ft) 112 Average Queue (ft) 45 95th Queue (ft) 86 Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 290 Storage Blk Time (%) Queuing Penalty (veh) Zone Summary Zone wide Queuing Penalty: 55 365 Queues 2: I-81 SB Ramps & Rest Church Rd 12/13/2022 Scenario 1 Fruit Hill Property 5:38 pm 12/02/2021 Weekday PM - 2028 Total - Mitigation Strategy #2 Synchro 11 Report Page 1 Lane Group EBT WBL WBT SBT SBR Lane Group Flow (vph) 777 435 405 166 266 v/c Ratio 0.61 0.82 0.21 0.58 0.65 Control Delay 20.9 31.6 1.1 39.4 12.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 20.9 31.6 1.1 39.4 12.2 Queue Length 50th (ft) 91 227 1 77 0 Queue Length 95th (ft) 132 m302 m1 134 63 Internal Link Dist (ft) 202 481 849 Turn Bay Length (ft) 640 Base Capacity (vph) 1276 595 1913 304 421 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.61 0.73 0.21 0.55 0.63 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. 366 HCM Signalized Intersection Capacity Analysis 2: I-81 SB Ramps & Rest Church Rd 12/13/2022 Scenario 1 Fruit Hill Property 5:38 pm 12/02/2021 Weekday PM - 2028 Total - Mitigation Strategy #2 Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 396 288 383 356 0 0 0 0 143 3 234 Future Volume (vph) 0 396 288 383 356 0 0 0 0 143 3 234 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.1 6.2 8.0 8.0 Lane Util. Factor 0.91 1.00 0.95 1.00 1.00 Frt 0.94 1.00 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3982 1770 2911 1743 1154 Flt Permitted 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 3982 1770 2911 1743 1154 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 0 450 327 435 405 0 0 0 0 162 3 266 RTOR Reduction (vph) 0 154 0 0 0 0 0 0 0 0 0 222 Lane Group Flow (vph) 0 623 0 435 405 0 0 0 0 0 166 44 Heavy Vehicles (%) 0% 17% 29% 2% 24% 0% 0% 0% 0% 4% 0% 40% Turn Type NA Prot NA Split NA Perm Protected Phases 2 1 6 3 3 Permitted Phases 3 Actuated Green, G (s) 22.6 23.9 52.6 13.2 13.2 Effective Green, g (s) 22.6 23.9 52.6 13.2 13.2 Actuated g/C Ratio 0.28 0.30 0.66 0.16 0.16 Clearance Time (s) 6.2 6.1 6.2 8.0 8.0 Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0 Lane Grp Cap (vph) 1124 528 1913 287 190 v/s Ratio Prot c0.16 c0.25 0.14 c0.10 v/s Ratio Perm 0.04 v/c Ratio 0.55 0.82 0.21 0.58 0.23 Uniform Delay, d1 24.4 26.1 5.5 30.8 29.0 Progression Factor 1.00 0.81 0.15 1.00 1.00 Incremental Delay, d2 2.0 8.1 0.2 3.4 0.9 Delay (s) 26.4 29.2 1.0 34.2 29.8 Level of Service C C A C C Approach Delay (s) 26.4 15.6 0.0 31.5 Approach LOS C B A C Intersection Summary HCM 2000 Control Delay 23.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.67 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3 Intersection Capacity Utilization 62.6% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 367 Queues 3: I-81 NB Ramps & Rest Church Rd 12/13/2022 Scenario 1 Fruit Hill Property 5:38 pm 12/02/2021 Weekday PM - 2028 Total - Mitigation Strategy #2 Synchro 11 Report Page 3 Lane Group EBL EBT WBT WBR NBL NBT NBR Lane Group Flow (vph) 321 278 541 221 279 220 218 v/c Ratio 0.77 0.15 0.63 0.40 0.82 0.39 0.39 Control Delay 20.0 1.9 27.6 8.7 47.9 5.8 5.7 Queue Delay 0.0 0.0 0.6 0.3 0.0 0.0 0.0 Total Delay 20.0 1.9 28.2 9.0 47.9 5.9 5.7 Queue Length 50th (ft) 28 6 106 2 127 1 0 Queue Length 95th (ft) #177 7 168 m37 #250 52 51 Internal Link Dist (ft) 481 191 609 Turn Bay Length (ft) 300 480 Base Capacity (vph) 433 1897 862 549 361 581 581 Starvation Cap Reductn 0 0 94 74 0 0 0 Spillback Cap Reductn 0 45 0 0 0 2 2 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.74 0.15 0.70 0.47 0.77 0.38 0.38 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. 368 HCM Signalized Intersection Capacity Analysis 3: I-81 NB Ramps & Rest Church Rd 12/13/2022 Scenario 1 Fruit Hill Property 5:38 pm 12/02/2021 Weekday PM - 2028 Total - Mitigation Strategy #2 Synchro 11 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 289 250 0 0 487 199 251 2 392 0 0 0 Future Volume (vph) 289 250 0 0 487 199 251 2 392 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7 6.7 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 0.95 0.95 Frt 1.00 1.00 1.00 0.85 1.00 0.85 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1399 3471 3539 1568 1280 1507 1504 Flt Permitted 0.27 1.00 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 391 3471 3539 1568 1280 1507 1504 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 321 278 0 0 541 221 279 2 436 0 0 0 RTOR Reduction (vph) 0 0 0 0 0 167 0 160 160 0 0 0 Lane Group Flow (vph) 321 278 0 0 541 54 279 60 58 0 0 0 Heavy Vehicles (%) 29% 4% 0% 0% 2% 3% 41% 0% 2% 0% 0% 0% Turn Type pm+pt NA NA Perm Split NA Perm Protected Phases 5 2 6 4 4 Permitted Phases 2 6 4 Actuated Green, G (s) 43.7 43.7 19.5 19.5 21.4 21.4 21.4 Effective Green, g (s) 43.7 43.7 19.5 19.5 21.4 21.4 21.4 Actuated g/C Ratio 0.55 0.55 0.24 0.24 0.27 0.27 0.27 Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7 6.7 Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Grp Cap (vph) 415 1896 862 382 342 403 402 v/s Ratio Prot c0.15 0.08 0.15 c0.22 0.04 v/s Ratio Perm c0.27 0.03 0.04 v/c Ratio 0.77 0.15 0.63 0.14 0.82 0.15 0.15 Uniform Delay, d1 12.3 9.0 27.0 23.7 27.5 22.4 22.3 Progression Factor 0.63 0.19 0.88 1.59 1.00 1.00 1.00 Incremental Delay, d2 7.6 0.1 2.6 0.6 15.5 0.4 0.3 Delay (s) 15.3 1.9 26.3 38.4 43.0 22.7 22.7 Level of Service B A C D D C C Approach Delay (s) 9.1 29.8 30.6 0.0 Approach LOS A C C A Intersection Summary HCM 2000 Control Delay 24.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.84 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1 Intersection Capacity Utilization 62.6% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 369 Queues 4: US 11 & Rest Church Rd 12/13/2022 Scenario 1 Fruit Hill Property 5:38 pm 12/02/2021 Weekday PM - 2028 Total - Mitigation Strategy #2 Synchro 11 Report Page 5 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 244 485 25 272 148 198 435 13 83 191 310 v/c Ratio 0.66 0.64 0.13 0.74 0.39 0.76 0.79 0.02 0.47 0.50 0.54 Control Delay 37.8 26.4 34.7 48.6 3.8 52.0 39.0 0.1 43.4 32.4 7.3 Queue Delay 0.6 0.1 0.0 0.0 0.0 2.8 0.0 0.0 0.0 0.0 0.0 Total Delay 38.4 26.5 34.7 48.6 3.8 54.9 39.0 0.1 43.4 32.4 7.3 Queue Length 50th (ft) 105 54 12 71 0 95 203 0 40 83 0 Queue Length 95th (ft) #210 104 33 #125 6 #184 #342 0 82 141 57 Internal Link Dist (ft) 191 394 920 966 Turn Bay Length (ft) 250 150 280 240 290 Base Capacity (vph) 367 763 192 369 382 272 552 583 177 419 596 Starvation Cap Reductn 18 19 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 24 0 0 0 0 4 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.70 0.65 0.13 0.74 0.39 0.80 0.79 0.02 0.47 0.46 0.52 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 370 HCM Signalized Intersection Capacity Analysis 4: US 11 & Rest Church Rd 12/13/2022 Scenario 1 Fruit Hill Property 5:38 pm 12/02/2021 Weekday PM - 2028 Total - Mitigation Strategy #2 Synchro 11 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 391 136 114 22 239 130 174 383 11 73 168 273 Future Volume (vph) 391 136 114 22 239 130 174 383 11 73 168 273 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Lane Util. Factor 0.91 0.91 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1610 3162 1805 3471 1615 1719 1881 1455 1770 1863 1583 Flt Permitted 0.95 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1610 3162 1805 3471 1615 1719 1881 1455 1770 1863 1583 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 444 155 130 25 272 148 198 435 12 83 191 310 RTOR Reduction (vph) 0 43 0 0 0 132 0 0 9 0 0 239 Lane Group Flow (vph) 244 442 0 25 272 16 198 435 4 83 191 71 Heavy Vehicles (%) 2% 3% 4% 0% 4% 0% 5% 1% 11% 2% 2% 2% Turn Type Split NA Split NA Perm Prot NA Perm Prot NA Perm Protected Phases 8 8 4 4 5 2 1 6 Permitted Phases 4 2 6 Actuated Green, G (s) 16.6 16.6 8.5 8.5 8.5 12.2 23.5 23.5 6.4 18.2 18.2 Effective Green, g (s) 16.6 16.6 8.5 8.5 8.5 12.2 23.5 23.5 6.4 18.2 18.2 Actuated g/C Ratio 0.21 0.21 0.11 0.11 0.11 0.15 0.29 0.29 0.08 0.23 0.23 Clearance Time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0 Lane Grp Cap (vph) 334 656 191 368 171 262 552 427 141 423 360 v/s Ratio Prot c0.15 0.14 0.01 c0.08 c0.12 c0.23 0.05 0.10 v/s Ratio Perm 0.01 0.00 0.04 v/c Ratio 0.73 0.67 0.13 0.74 0.09 0.76 0.79 0.01 0.59 0.45 0.20 Uniform Delay, d1 29.6 29.2 32.4 34.7 32.3 32.5 26.0 20.0 35.5 26.6 25.0 Progression Factor 0.96 0.88 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 12.8 5.4 0.7 9.1 0.5 12.4 8.5 0.0 7.2 1.6 0.6 Delay (s) 41.0 31.0 33.1 43.8 32.8 44.9 34.4 20.0 42.8 28.2 25.5 Level of Service D C C D C D C C D C C Approach Delay (s) 34.4 39.5 37.3 28.9 Approach LOS C D D C Intersection Summary HCM 2000 Control Delay 34.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.84 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 25.0 Intersection Capacity Utilization 66.8% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 371 Queuing and Blocking Report Fruit Hill Property Weekday PM - 2028 Total - Mitigation Strategy #2 Weekday PM - 2028 Total - Mitigation Strategy #2 Fruit Hill Property SimTraffic Report Weekday PM - 2028 Total - Mitigation Strategy #2 Page 1 Intersection: 2: I-81 SB Ramps & Rest Church Rd Movement EB EB EB B14 WB WB WB SB SB Directions Served T T TR T L T T LT R Maximum Queue (ft) 205 193 259 11 337 171 44 166 176 Average Queue (ft) 114 81 133 1 145 43 2 79 70 95th Queue (ft) 190 152 217 14 271 123 29 138 126 Link Distance (ft) 226 226 226 1072 496 496 496 878 Upstream Blk Time (%) 0 0 1 Queuing Penalty (veh) 0 0 1 Storage Bay Dist (ft) 640 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: I-81 NB Ramps & Rest Church Rd Movement EB EB EB WB WB WB NB NB NB Directions Served L T T T T R L TR R Maximum Queue (ft) 257 84 90 206 199 137 295 395 220 Average Queue (ft) 116 8 18 108 97 58 172 94 41 95th Queue (ft) 214 46 61 184 173 106 288 246 113 Link Distance (ft) 496 496 496 190 190 190 638 Upstream Blk Time (%) 1 1 0 Queuing Penalty (veh) 2 1 0 Storage Bay Dist (ft) 300 480 Storage Blk Time (%) 1 0 Queuing Penalty (veh) 4 0 372 Queuing and Blocking Report Fruit Hill Property Weekday PM - 2028 Total - Mitigation Strategy #2 Weekday PM - 2028 Total - Mitigation Strategy #2 Fruit Hill Property SimTraffic Report Weekday PM - 2028 Total - Mitigation Strategy #2 Page 2 Intersection: 4: US 11 & Rest Church Rd Movement EB EB EB WB WB WB WB NB NB NB SB SB Directions Served L LT TR L T T R L T R L T Maximum Queue (ft) 202 185 157 42 178 214 81 150 507 157 120 178 Average Queue (ft) 122 106 70 12 66 98 42 115 218 9 43 73 95th Queue (ft) 182 168 126 33 139 183 68 177 483 71 88 142 Link Distance (ft) 190 190 190 415 415 415 945 977 Upstream Blk Time (%) 1 0 0 1 Queuing Penalty (veh) 1 0 0 0 Storage Bay Dist (ft) 250 150 280 240 Storage Blk Time (%) 7 13 0 0 0 Queuing Penalty (veh) 27 26 0 0 1 Intersection: 4: US 11 & Rest Church Rd Movement SB Directions Served R Maximum Queue (ft) 144 Average Queue (ft) 48 95th Queue (ft) 98 Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 290 Storage Blk Time (%) 0 Queuing Penalty (veh) 0 Zone Summary Zone wide Queuing Penalty: 64 373 Queues 2: I-81 SB Ramps & Rest Church Rd 12/13/2022 Scenario 1 Fruit Hill Property 5:38 pm 12/02/2021 Weekday PM - 2028 Total - Mitigation Strategy #3 Synchro 11 Report Page 1 Lane Group EBT WBL WBT SBT SBR Lane Group Flow (vph) 777 435 405 166 266 v/c Ratio 0.61 0.82 0.21 0.58 0.65 Control Delay 20.9 34.1 1.1 39.4 12.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 20.9 34.1 1.1 39.4 12.2 Queue Length 50th (ft) 91 231 1 77 0 Queue Length 95th (ft) 132 324 1 134 63 Internal Link Dist (ft) 202 481 849 Turn Bay Length (ft) 640 Base Capacity (vph) 1276 595 1913 304 421 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.61 0.73 0.21 0.55 0.63 Intersection Summary 374 HCM Signalized Intersection Capacity Analysis 2: I-81 SB Ramps & Rest Church Rd 12/13/2022 Scenario 1 Fruit Hill Property 5:38 pm 12/02/2021 Weekday PM - 2028 Total - Mitigation Strategy #3 Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 396 288 383 356 0 0 0 0 143 3 234 Future Volume (vph) 0 396 288 383 356 0 0 0 0 143 3 234 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.1 6.2 8.0 8.0 Lane Util. Factor 0.91 1.00 0.95 1.00 1.00 Frt 0.94 1.00 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3982 1770 2911 1743 1154 Flt Permitted 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 3982 1770 2911 1743 1154 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 0 450 327 435 405 0 0 0 0 162 3 266 RTOR Reduction (vph) 0 154 0 0 0 0 0 0 0 0 0 222 Lane Group Flow (vph) 0 623 0 435 405 0 0 0 0 0 166 44 Heavy Vehicles (%) 0% 17% 29% 2% 24% 0% 0% 0% 0% 4% 0% 40% Turn Type NA Prot NA Split NA Perm Protected Phases 2 1 6 3 3 Permitted Phases 3 Actuated Green, G (s) 22.6 23.9 52.6 13.2 13.2 Effective Green, g (s) 22.6 23.9 52.6 13.2 13.2 Actuated g/C Ratio 0.28 0.30 0.66 0.16 0.16 Clearance Time (s) 6.2 6.1 6.2 8.0 8.0 Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0 Lane Grp Cap (vph) 1124 528 1913 287 190 v/s Ratio Prot c0.16 c0.25 0.14 c0.10 v/s Ratio Perm 0.04 v/c Ratio 0.55 0.82 0.21 0.58 0.23 Uniform Delay, d1 24.4 26.1 5.5 30.8 29.0 Progression Factor 1.00 0.84 0.15 1.00 1.00 Incremental Delay, d2 2.0 9.5 0.2 3.4 0.9 Delay (s) 26.4 31.4 1.1 34.2 29.8 Level of Service C C A C C Approach Delay (s) 26.4 16.8 0.0 31.5 Approach LOS C B A C Intersection Summary HCM 2000 Control Delay 23.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.67 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3 Intersection Capacity Utilization 62.2% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 375 Queues 3: I-81 NB Ramps & Rest Church Rd 12/13/2022 Scenario 1 Fruit Hill Property 5:38 pm 12/02/2021 Weekday PM - 2028 Total - Mitigation Strategy #3 Synchro 11 Report Page 3 Lane Group EBL EBT WBT WBR NBL NBT NBR Lane Group Flow (vph) 321 278 541 221 139 142 436 v/c Ratio 0.69 0.13 0.48 0.34 0.57 0.58 0.65 Control Delay 11.1 1.5 23.5 8.1 37.9 38.2 8.2 Queue Delay 0.0 0.0 0.6 0.4 0.0 0.0 0.0 Total Delay 11.1 1.5 24.1 8.5 37.9 38.2 8.2 Queue Length 50th (ft) 13 5 102 2 64 65 0 Queue Length 95th (ft) 25 6 165 m37 123 125 73 Internal Link Dist (ft) 481 191 609 Turn Bay Length (ft) 300 480 Base Capacity (vph) 502 2127 1120 647 278 280 698 Starvation Cap Reductn 0 0 259 144 0 0 0 Spillback Cap Reductn 0 41 0 0 0 0 5 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.64 0.13 0.63 0.44 0.50 0.51 0.63 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. 376 HCM Signalized Intersection Capacity Analysis 3: I-81 NB Ramps & Rest Church Rd 12/13/2022 Scenario 1 Fruit Hill Property 5:38 pm 12/02/2021 Weekday PM - 2028 Total - Mitigation Strategy #3 Synchro 11 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 289 250 0 0 487 199 251 2 392 0 0 0 Future Volume (vph) 289 250 0 0 487 199 251 2 392 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7 6.7 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 Frt 1.00 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.95 0.95 1.00 Satd. Flow (prot) 1399 3471 3539 1568 1216 1225 1583 Flt Permitted 0.31 1.00 1.00 1.00 0.95 0.95 1.00 Satd. Flow (perm) 460 3471 3539 1568 1216 1225 1583 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 321 278 0 0 541 221 279 2 436 0 0 0 RTOR Reduction (vph) 0 0 0 0 0 151 0 0 348 0 0 0 Lane Group Flow (vph) 321 278 0 0 541 70 139 142 88 0 0 0 Heavy Vehicles (%) 29% 4% 0% 0% 2% 3% 41% 0% 2% 0% 0% 0% Turn Type pm+pt NA NA Perm Split NA Perm Protected Phases 5 2 6 4 4 Permitted Phases 2 6 4 Actuated Green, G (s) 49.0 49.0 25.3 25.3 16.1 16.1 16.1 Effective Green, g (s) 49.0 49.0 25.3 25.3 16.1 16.1 16.1 Actuated g/C Ratio 0.61 0.61 0.32 0.32 0.20 0.20 0.20 Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7 6.7 Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Grp Cap (vph) 463 2125 1119 495 244 246 318 v/s Ratio Prot c0.13 0.08 0.15 0.11 c0.12 v/s Ratio Perm c0.29 0.04 0.06 v/c Ratio 0.69 0.13 0.48 0.14 0.57 0.58 0.28 Uniform Delay, d1 9.1 6.5 22.1 19.6 28.8 28.9 27.0 Progression Factor 0.49 0.20 0.93 1.74 1.00 1.00 1.00 Incremental Delay, d2 3.9 0.1 1.1 0.5 5.0 5.2 1.0 Delay (s) 8.3 1.4 21.7 34.5 33.8 34.0 28.0 Level of Service A A C C C C C Approach Delay (s) 5.1 25.4 30.3 0.0 Approach LOS A C C A Intersection Summary HCM 2000 Control Delay 21.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.71 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1 Intersection Capacity Utilization 62.2% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 377 Queues 4: US 11 & Rest Church Rd 12/13/2022 Scenario 1 Fruit Hill Property 5:38 pm 12/02/2021 Weekday PM - 2028 Total - Mitigation Strategy #3 Synchro 11 Report Page 5 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 244 485 25 272 148 198 435 13 83 191 310 v/c Ratio 0.66 0.64 0.13 0.74 0.39 0.76 0.79 0.02 0.47 0.50 0.54 Control Delay 35.9 23.4 34.7 48.6 3.8 52.0 39.0 0.1 43.4 32.4 7.3 Queue Delay 0.6 0.1 0.0 0.0 0.0 2.5 0.0 0.0 0.0 0.0 0.0 Total Delay 36.5 23.6 34.7 48.6 3.8 54.5 39.0 0.1 43.4 32.4 7.3 Queue Length 50th (ft) 105 52 12 71 0 95 203 0 40 83 0 Queue Length 95th (ft) #209 83 33 #125 6 #184 #342 0 82 141 57 Internal Link Dist (ft) 191 394 920 966 Turn Bay Length (ft) 250 150 280 240 290 Base Capacity (vph) 367 763 192 369 382 272 552 583 177 419 596 Starvation Cap Reductn 17 20 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 22 0 0 0 0 4 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.70 0.65 0.13 0.74 0.39 0.79 0.79 0.02 0.47 0.46 0.52 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 378 HCM Signalized Intersection Capacity Analysis 4: US 11 & Rest Church Rd 12/13/2022 Scenario 1 Fruit Hill Property 5:38 pm 12/02/2021 Weekday PM - 2028 Total - Mitigation Strategy #3 Synchro 11 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 391 136 114 22 239 130 174 383 11 73 168 273 Future Volume (vph) 391 136 114 22 239 130 174 383 11 73 168 273 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Lane Util. Factor 0.91 0.91 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1610 3162 1805 3471 1615 1719 1881 1455 1770 1863 1583 Flt Permitted 0.95 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1610 3162 1805 3471 1615 1719 1881 1455 1770 1863 1583 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 444 155 130 25 272 148 198 435 12 83 191 310 RTOR Reduction (vph) 0 43 0 0 0 132 0 0 9 0 0 239 Lane Group Flow (vph) 244 442 0 25 272 16 198 435 4 83 191 71 Heavy Vehicles (%) 2% 3% 4% 0% 4% 0% 5% 1% 11% 2% 2% 2% Turn Type Split NA Split NA Perm Prot NA Perm Prot NA Perm Protected Phases 8 8 4 4 5 2 1 6 Permitted Phases 4 2 6 Actuated Green, G (s) 16.6 16.6 8.5 8.5 8.5 12.2 23.5 23.5 6.4 18.2 18.2 Effective Green, g (s) 16.6 16.6 8.5 8.5 8.5 12.2 23.5 23.5 6.4 18.2 18.2 Actuated g/C Ratio 0.21 0.21 0.11 0.11 0.11 0.15 0.29 0.29 0.08 0.23 0.23 Clearance Time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0 Lane Grp Cap (vph) 334 656 191 368 171 262 552 427 141 423 360 v/s Ratio Prot c0.15 0.14 0.01 c0.08 c0.12 c0.23 0.05 0.10 v/s Ratio Perm 0.01 0.00 0.04 v/c Ratio 0.73 0.67 0.13 0.74 0.09 0.76 0.79 0.01 0.59 0.45 0.20 Uniform Delay, d1 29.6 29.2 32.4 34.7 32.3 32.5 26.0 20.0 35.5 26.6 25.0 Progression Factor 0.92 0.76 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 11.7 5.4 0.7 9.1 0.5 12.4 8.5 0.0 7.2 1.6 0.6 Delay (s) 38.9 27.6 33.1 43.8 32.8 44.9 34.4 20.0 42.8 28.2 25.5 Level of Service D C C D C D C C D C C Approach Delay (s) 31.4 39.5 37.3 28.9 Approach LOS C D D C Intersection Summary HCM 2000 Control Delay 33.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.84 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 25.0 Intersection Capacity Utilization 66.8% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 379 Queuing and Blocking Report Fruit Hill Property Weekday PM - 2028 Total - Mitigation Strategy #3 Weekday PM - 2028 Total - Mitigation Strategy #3 Fruit Hill Property SimTraffic Report Weekday PM - 2028 Total - Mitigation Strategy #3 Page 1 Intersection: 2: I-81 SB Ramps & Rest Church Rd Movement EB EB EB B14 WB WB WB SB SB Directions Served T T TR T L T T LT R Maximum Queue (ft) 217 197 244 2 374 165 32 169 159 Average Queue (ft) 115 80 131 0 165 51 1 85 71 95th Queue (ft) 190 155 215 2 293 132 18 146 123 Link Distance (ft) 226 226 226 1072 496 496 496 878 Upstream Blk Time (%) 0 0 1 0 Queuing Penalty (veh) 1 0 1 0 Storage Bay Dist (ft) 640 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: I-81 NB Ramps & Rest Church Rd Movement EB EB EB WB WB WB NB NB NB Directions Served L T T T T R L LT R Maximum Queue (ft) 264 74 92 188 184 127 220 270 170 Average Queue (ft) 113 13 17 95 84 56 71 133 76 95th Queue (ft) 206 48 61 171 160 105 155 231 135 Link Distance (ft) 496 496 496 190 190 190 638 Upstream Blk Time (%) 0 0 0 Queuing Penalty (veh) 1 1 0 Storage Bay Dist (ft) 300 480 Storage Blk Time (%) 0 0 Queuing Penalty (veh) 0 0 380 Queuing and Blocking Report Fruit Hill Property Weekday PM - 2028 Total - Mitigation Strategy #3 Weekday PM - 2028 Total - Mitigation Strategy #3 Fruit Hill Property SimTraffic Report Weekday PM - 2028 Total - Mitigation Strategy #3 Page 2 Intersection: 4: US 11 & Rest Church Rd Movement EB EB EB WB WB WB WB NB NB NB SB SB Directions Served L LT TR L T T R L T R L T Maximum Queue (ft) 176 204 208 55 153 188 82 150 440 156 101 180 Average Queue (ft) 100 128 107 14 65 92 43 117 194 9 44 74 95th Queue (ft) 161 184 191 40 129 163 72 178 367 71 87 141 Link Distance (ft) 190 190 190 415 415 415 945 977 Upstream Blk Time (%) 0 0 1 Queuing Penalty (veh) 0 1 2 Storage Bay Dist (ft) 250 150 280 240 Storage Blk Time (%) 5 11 0 0 Queuing Penalty (veh) 22 22 0 0 Intersection: 4: US 11 & Rest Church Rd Movement SB Directions Served R Maximum Queue (ft) 106 Average Queue (ft) 45 95th Queue (ft) 83 Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 290 Storage Blk Time (%) Queuing Penalty (veh) Zone Summary Zone wide Queuing Penalty: 51 381 Appendix K Turn Lane Warrants 382 Rest Church Road/Zachary Ann Lane Year 2028 Total Traffic Conditions -Weekday AM -Weekday PM -Saturday Midday 383 Rest Church Road/Zachary Ann Lane Year 2028 Total Traffic Conditions -Weekday AM -Weekday PM -Saturday Midday 384 Appendix L Year 2034 Background Traffic Operational Worksheets 385 HCM 6th TWSC Fruit Hill Property 1: Zachary Ann Ln & Rest Church Rd Weekday AM - 2034 Background Fruit Hill Property Synchro 11 Report Weekday AM - 2034 Background Page 1 Intersection Int Delay, s/veh 4.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 146 1 27 62 1 112 Future Vol, veh/h 146 1 27 62 1 112 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 100 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 100 11 7 100 96 Mvmt Flow 162 1 30 69 1 124 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 163 0 292 163 Stage 1 - - - - 163 - Stage 2 - - - - 129 - Critical Hdwy - - 4.21 - 7.4 7.16 Critical Hdwy Stg 1 - - - - 6.4 - Critical Hdwy Stg 2 - - - - 6.4 - Follow-up Hdwy - - 2.299 - 4.4 4.164 Pot Cap-1 Maneuver - - 1363 - 534 686 Stage 1 - - - - 675 - Stage 2 - - - - 703 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1363 - 522 686 Mov Cap-2 Maneuver - - - - 522 - Stage 1 - - - - 675 - Stage 2 - - - - 688 - Approach EB WB NB HCM Control Delay, s 0 2.3 11.4 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 684 - - 1363 - HCM Lane V/C Ratio 0.184 - - 0.022 - HCM Control Delay (s) 11.4 - - 7.7 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0.7 - - 0.1 - 386 Queues Fruit Hill Property 2: I-81 SB Ramps & Rest Church Rd Weekday AM - 2034 Background Fruit Hill Property Synchro 11 Report Weekday AM - 2034 Background Page 2 Lane Group EBT WBL WBT SBT SBR Lane Group Flow (vph) 388 447 152 239 146 v/c Ratio 0.38 0.80 0.09 0.77 0.43 Control Delay 13.4 45.3 11.0 49.3 9.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 13.4 45.3 11.0 49.3 9.8 Queue Length 50th (ft) 26 241 13 114 0 Queue Length 95th (ft) 54 330 52 #215 46 Internal Link Dist (ft) 202 481 849 Turn Bay Length (ft) 640 Base Capacity (vph) 1032 667 1668 323 346 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.38 0.67 0.09 0.74 0.42 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 387 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 2: I-81 SB Ramps & Rest Church Rd Weekday AM - 2034 Background Fruit Hill Property Synchro 11 Report Weekday AM - 2034 Background Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 157 189 398 135 0 0 0 0 211 2 130 Future Volume (vph) 0 157 189 398 135 0 0 0 0 211 2 130 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.1 6.2 8.0 8.0 Lane Util. Factor 0.91 1.00 0.95 1.00 1.00 Frt 0.92 1.00 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3467 1787 2597 1725 1214 Flt Permitted 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 3467 1787 2597 1725 1214 Peak-hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Adj. Flow (vph) 0 176 212 447 152 0 0 0 0 237 2 146 RTOR Reduction (vph) 0 158 0 0 0 0 0 0 0 0 0 120 Lane Group Flow (vph) 0 230 0 447 152 0 0 0 0 0 239 26 Heavy Vehicles (%) 0% 39% 36% 1% 39% 0% 0% 0% 0% 5% 0% 33% Turn Type NA Prot NA Split NA Perm Protected Phases 2 1 6 3 3 Permitted Phases 3 Actuated Green, G (s) 20.2 25.1 51.4 14.4 14.4 Effective Green, g (s) 20.2 25.1 51.4 14.4 14.4 Actuated g/C Ratio 0.25 0.31 0.64 0.18 0.18 Clearance Time (s) 6.2 6.1 6.2 8.0 8.0 Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0 Lane Grp Cap (vph) 875 560 1668 310 218 v/s Ratio Prot c0.07 c0.25 0.06 c0.14 v/s Ratio Perm 0.02 v/c Ratio 0.26 0.80 0.09 0.77 0.12 Uniform Delay, d1 23.9 25.1 5.4 31.2 27.5 Progression Factor 1.00 1.39 1.92 1.00 1.00 Incremental Delay, d2 0.7 8.0 0.1 11.9 0.3 Delay (s) 24.7 43.0 10.5 43.1 27.8 Level of Service C D B D C Approach Delay (s) 24.7 34.8 0.0 37.3 Approach LOS C C A D Intersection Summary HCM 2000 Control Delay 32.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.61 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3 Intersection Capacity Utilization 55.9% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 388 Queues Fruit Hill Property 3: I-81 NB Ramps & Rest Church Rd Weekday AM - 2034 Background Fruit Hill Property Synchro 11 Report Weekday AM - 2034 Background Page 4 Lane Group EBL EBT WBT WBR NBT NBR Lane Group Flow (vph) 101 271 474 130 199 194 v/c Ratio 0.25 0.12 0.28 0.15 0.57 0.50 Control Delay 15.8 13.9 10.8 1.7 13.1 9.7 Queue Delay 0.0 0.0 0.3 0.0 0.0 0.0 Total Delay 15.8 13.9 11.1 1.7 13.1 9.7 Queue Length 50th (ft) 34 47 76 0 7 0 Queue Length 95th (ft) m54 m67 100 0 67 55 Internal Link Dist (ft) 481 191 884 Turn Bay Length (ft) 480 Base Capacity (vph) 406 2290 1714 849 399 441 Starvation Cap Reductn 0 0 692 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.25 0.12 0.46 0.15 0.50 0.44 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. 389 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 3: I-81 NB Ramps & Rest Church Rd Weekday AM - 2034 Background Fruit Hill Property Synchro 11 Report Weekday AM - 2034 Background Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 100 268 0 0 469 129 64 0 325 0 0 0 Future Volume (vph) 100 268 0 0 469 129 64 0 325 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 Frt 1.00 1.00 1.00 0.85 0.90 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.98 1.00 Satd. Flow (prot) 1165 3438 3505 1568 1316 1490 Flt Permitted 0.39 1.00 1.00 1.00 0.98 1.00 Satd. Flow (perm) 483 3438 3505 1568 1316 1490 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 101 271 0 0 474 130 65 0 328 0 0 0 RTOR Reduction (vph) 0 0 0 0 0 69 0 156 165 0 0 0 Lane Group Flow (vph) 101 271 0 0 474 61 0 43 29 0 0 0 Heavy Vehicles (%) 55% 5% 0% 0% 3% 3% 59% 0% 3% 0% 0% 0% Turn Type pm+pt NA NA Perm Perm NA Perm Protected Phases 5 2 6 4 Permitted Phases 2 6 4 4 Actuated Green, G (s) 53.3 53.3 37.5 37.5 11.8 11.8 Effective Green, g (s) 53.3 53.3 37.5 37.5 11.8 11.8 Actuated g/C Ratio 0.67 0.67 0.47 0.47 0.15 0.15 Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7 Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0 Lane Grp Cap (vph) 386 2290 1642 735 194 219 v/s Ratio Prot c0.02 0.08 c0.14 v/s Ratio Perm 0.15 0.04 0.03 0.02 v/c Ratio 0.26 0.12 0.29 0.08 0.22 0.13 Uniform Delay, d1 5.4 4.8 13.1 11.7 30.1 29.6 Progression Factor 2.61 2.65 0.75 0.80 1.00 1.00 Incremental Delay, d2 0.4 0.1 0.4 0.2 1.2 0.6 Delay (s) 14.5 12.9 10.2 9.6 31.3 30.2 Level of Service B B B A C C Approach Delay (s) 13.3 10.0 30.7 0.0 Approach LOS B B C A Intersection Summary HCM 2000 Control Delay 16.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.28 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1 Intersection Capacity Utilization 55.9% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 390 Queues Fruit Hill Property 4: US 11 & Rest Church Rd Weekday AM - 2034 Background Fruit Hill Property Synchro 11 Report Weekday AM - 2034 Background Page 6 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 123 529 18 140 49 84 78 22 163 286 434 v/c Ratio 0.53 0.50 0.11 0.36 0.12 0.50 0.14 0.03 0.80 0.47 0.54 Control Delay 34.0 12.2 35.2 35.8 0.7 44.5 21.2 0.1 65.8 25.2 5.1 Queue Delay 0.0 0.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 34.0 12.9 35.2 35.8 0.7 44.5 21.2 0.1 65.8 25.2 5.1 Queue Length 50th (ft) 50 37 8 34 0 40 28 0 82 115 0 Queue Length 95th (ft) 55 82 28 62 0 85 60 0 #189 188 63 Internal Link Dist (ft) 191 394 1361 966 Turn Bay Length (ft) 250 150 280 240 290 Base Capacity (vph) 258 1052 162 392 394 171 576 658 203 610 811 Starvation Cap Reductn 0 227 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.48 0.64 0.11 0.36 0.12 0.49 0.14 0.03 0.80 0.47 0.54 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 391 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 4: US 11 & Rest Church Rd Weekday AM - 2034 Background Fruit Hill Property Synchro 11 Report Weekday AM - 2034 Background Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 112 293 188 16 127 45 76 71 20 148 260 395 Future Volume (vph) 112 293 188 16 127 45 76 71 20 148 260 395 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 7.1 5.5 6.8 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.94 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1736 3198 1805 3505 1615 1612 1863 1615 1787 1881 1599 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1736 3198 1805 3505 1615 1612 1863 1615 1787 1881 1599 Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 123 322 207 18 140 49 84 78 22 163 286 434 RTOR Reduction (vph) 0 112 0 0 0 40 0 0 17 0 0 322 Lane Group Flow (vph) 123 417 0 18 140 9 84 78 5 163 286 112 Heavy Vehicles (%) 4% 0% 16% 0% 3% 0% 12% 2% 0% 1% 1% 1% Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 3 8 7 4 5 2 1 6 Permitted Phases 4 2 6 Actuated Green, G (s) 10.7 23.5 1.4 14.2 14.2 8.4 19.4 19.4 9.1 20.6 20.6 Effective Green, g (s) 10.7 23.5 1.4 14.2 14.2 8.4 19.4 19.4 9.1 20.6 20.6 Actuated g/C Ratio 0.13 0.29 0.02 0.18 0.18 0.11 0.24 0.24 0.11 0.26 0.26 Clearance Time (s) 7.1 5.5 6.8 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0 Lane Grp Cap (vph) 232 939 31 622 286 169 451 391 203 484 411 v/s Ratio Prot c0.07 c0.13 0.01 0.04 0.05 0.04 c0.09 c0.15 v/s Ratio Perm 0.01 0.00 0.07 v/c Ratio 0.53 0.44 0.58 0.23 0.03 0.50 0.17 0.01 0.80 0.59 0.27 Uniform Delay, d1 32.3 22.9 39.0 28.2 27.2 33.8 24.0 23.0 34.6 26.0 23.7 Progression Factor 0.81 0.64 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.7 0.5 36.4 0.4 0.1 3.1 0.8 0.1 21.0 5.2 1.6 Delay (s) 28.9 15.0 75.4 28.6 27.3 36.9 24.8 23.1 55.6 31.2 25.3 Level of Service C B E C C D C C E C C Approach Delay (s) 17.6 32.3 30.1 32.8 Approach LOS B C C C Intersection Summary HCM 2000 Control Delay 27.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.62 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 26.6 Intersection Capacity Utilization 61.6% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 392 Queuing and Blocking Report Fruit Hill Property Weekday AM - 2034 Background Weekday AM - 2034 Background Fruit Hill Property SimTraffic Report Weekday AM - 2034 Background Page 1 Intersection: 2: I-81 SB Ramps & Rest Church Rd Movement EB EB EB WB WB WB SB SB Directions Served T T TR L T T LT R Maximum Queue (ft) 140 101 210 327 110 5 250 84 Average Queue (ft) 58 43 89 207 40 0 121 40 95th Queue (ft) 120 84 161 300 92 5 207 74 Link Distance (ft) 226 226 226 504 504 504 878 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 640 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: I-81 NB Ramps & Rest Church Rd Movement EB EB EB WB WB WB NB NB Directions Served L T T T T R LTR R Maximum Queue (ft) 160 104 132 194 181 68 252 229 Average Queue (ft) 69 41 75 89 49 29 107 73 95th Queue (ft) 133 87 119 163 120 58 202 164 Link Distance (ft) 504 504 504 198 198 198 913 Upstream Blk Time (%) 0 0 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 480 Storage Blk Time (%) Queuing Penalty (veh) 393 Queuing and Blocking Report Fruit Hill Property Weekday AM - 2034 Background Weekday AM - 2034 Background Fruit Hill Property SimTraffic Report Weekday AM - 2034 Background Page 2 Intersection: 4: US 11 & Rest Church Rd Movement EB EB EB WB WB WB WB NB NB NB SB SB Directions Served L T TR L T T R L T R L T Maximum Queue (ft) 188 189 204 57 112 93 54 134 94 27 173 288 Average Queue (ft) 97 87 114 15 48 36 24 54 31 6 98 112 95th Queue (ft) 163 155 186 44 94 76 50 107 72 22 174 286 Link Distance (ft) 198 198 198 427 427 427 1388 980 Upstream Blk Time (%) 0 0 1 0 Queuing Penalty (veh) 1 0 2 0 Storage Bay Dist (ft) 250 150 280 240 Storage Blk Time (%) 0 1 0 Queuing Penalty (veh) 0 7 1 Intersection: 4: US 11 & Rest Church Rd Movement SB Directions Served R Maximum Queue (ft) 162 Average Queue (ft) 60 95th Queue (ft) 123 Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 290 Storage Blk Time (%) 0 Queuing Penalty (veh) 0 Zone Summary Zone wide Queuing Penalty: 11 394 HCM 6th TWSC Fruit Hill Property 1: Zachary Ann Ln & Rest Church Rd Weekday PM - 2034 Background Fruit Hill Property Synchro 11 Report Weekday PM - 2034 Background Page 1 Intersection Int Delay, s/veh 2.2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 159 0 5 174 2 77 Future Vol, veh/h 159 0 5 174 2 77 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 110 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 1 0 100 1 0 82 Mvmt Flow 181 0 6 198 2 88 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 181 0 391 181 Stage 1 - - - - 181 - Stage 2 - - - - 210 - Critical Hdwy - - 5.1 - 6.4 7.02 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 3.1 - 3.5 4.038 Pot Cap-1 Maneuver - - 970 - 617 692 Stage 1 - - - - 855 - Stage 2 - - - - 830 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 970 - 613 692 Mov Cap-2 Maneuver - - - - 613 - Stage 1 - - - - 855 - Stage 2 - - - - 825 - Approach EB WB NB HCM Control Delay, s 0 0.2 11 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 690 - - 970 - HCM Lane V/C Ratio 0.13 - - 0.006 - HCM Control Delay (s) 11 - - 8.7 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0.4 - - 0 - 395 Queues Fruit Hill Property 2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2034 Background Fruit Hill Property Synchro 11 Report Weekday PM - 2034 Background Page 2 Lane Group EBT WBL WBT SBT SBR Lane Group Flow (vph) 446 453 332 172 197 v/c Ratio 0.43 0.78 0.18 0.52 0.52 Control Delay 17.7 39.8 14.7 34.4 9.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 17.7 39.8 14.7 34.4 9.5 Queue Length 50th (ft) 42 244 61 80 0 Queue Length 95th (ft) 69 #410 102 123 47 Internal Link Dist (ft) 202 481 849 Turn Bay Length (ft) 640 Base Capacity (vph) 1045 583 1844 479 460 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.43 0.78 0.18 0.36 0.43 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 396 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2034 Background Fruit Hill Property Synchro 11 Report Weekday PM - 2034 Background Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 245 148 399 292 0 0 0 0 149 3 173 Future Volume (vph) 0 245 148 399 292 0 0 0 0 149 3 173 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.1 6.2 8.0 8.0 Lane Util. Factor 0.91 1.00 0.95 1.00 1.00 Frt 0.94 1.00 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 4027 1770 2911 1743 1154 Flt Permitted 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 4027 1770 2911 1743 1154 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 0 278 168 453 332 0 0 0 0 169 3 197 RTOR Reduction (vph) 0 130 0 0 0 0 0 0 0 0 0 160 Lane Group Flow (vph) 0 316 0 453 332 0 0 0 0 0 172 37 Heavy Vehicles (%) 0% 17% 29% 2% 24% 0% 0% 0% 0% 4% 0% 40% Turn Type NA Prot NA Split NA Perm Protected Phases 2 1 6 3 3 Permitted Phases 3 Actuated Green, G (s) 18.2 26.4 50.7 15.1 15.1 Effective Green, g (s) 18.2 26.4 50.7 15.1 15.1 Actuated g/C Ratio 0.23 0.33 0.63 0.19 0.19 Clearance Time (s) 6.2 6.1 6.2 8.0 8.0 Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0 Lane Grp Cap (vph) 916 584 1844 328 217 v/s Ratio Prot c0.08 c0.26 0.11 c0.10 v/s Ratio Perm 0.03 v/c Ratio 0.35 0.78 0.18 0.52 0.17 Uniform Delay, d1 25.9 24.1 6.1 29.2 27.2 Progression Factor 1.00 1.21 2.17 1.00 1.00 Incremental Delay, d2 1.0 5.5 0.2 2.0 0.5 Delay (s) 26.9 34.7 13.3 31.2 27.7 Level of Service C C B C C Approach Delay (s) 26.9 25.6 0.0 29.3 Approach LOS C C A C Intersection Summary HCM 2000 Control Delay 26.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.58 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3 Intersection Capacity Utilization 60.7% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 397 Queues Fruit Hill Property 3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2034 Background Fruit Hill Property Synchro 11 Report Weekday PM - 2034 Background Page 4 Lane Group EBL EBT WBT WBR NBT NBR Lane Group Flow (vph) 166 272 557 228 346 326 v/c Ratio 0.50 0.16 0.60 0.39 0.78 0.47 Control Delay 28.2 13.7 24.8 5.1 34.1 4.7 Queue Delay 0.0 0.0 0.3 0.2 8.8 0.5 Total Delay 28.2 13.7 25.1 5.4 42.9 5.2 Queue Length 50th (ft) 58 42 134 0 135 0 Queue Length 95th (ft) 120 61 m190 m13 234 53 Internal Link Dist (ft) 481 191 846 Turn Bay Length (ft) 480 Base Capacity (vph) 337 1732 935 582 508 757 Starvation Cap Reductn 0 0 72 68 0 0 Spillback Cap Reductn 0 0 0 0 127 149 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.49 0.16 0.65 0.44 0.91 0.54 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. 398 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2034 Background Fruit Hill Property Synchro 11 Report Weekday PM - 2034 Background Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 149 245 0 0 501 205 190 2 413 0 0 0 Future Volume (vph) 149 245 0 0 501 205 190 2 413 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 Frt 1.00 1.00 1.00 0.85 0.94 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.97 1.00 Satd. Flow (prot) 1399 3471 3539 1568 1312 1504 Flt Permitted 0.27 1.00 1.00 1.00 0.97 1.00 Satd. Flow (perm) 398 3471 3539 1568 1312 1504 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 166 272 0 0 557 228 211 2 459 0 0 0 RTOR Reduction (vph) 0 0 0 0 0 168 0 30 223 0 0 0 Lane Group Flow (vph) 166 272 0 0 557 60 0 316 103 0 0 0 Heavy Vehicles (%) 29% 4% 0% 0% 2% 3% 41% 0% 2% 0% 0% 0% Turn Type pm+pt NA NA Perm Perm NA Perm Protected Phases 5 2 6 4 Permitted Phases 2 6 4 4 Actuated Green, G (s) 39.9 39.9 21.1 21.1 25.2 25.2 Effective Green, g (s) 39.9 39.9 21.1 21.1 25.2 25.2 Actuated g/C Ratio 0.50 0.50 0.26 0.26 0.31 0.31 Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7 Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0 Lane Grp Cap (vph) 331 1731 933 413 413 473 v/s Ratio Prot c0.07 0.08 c0.16 v/s Ratio Perm 0.18 0.04 0.24 0.07 v/c Ratio 0.50 0.16 0.60 0.15 0.76 0.22 Uniform Delay, d1 12.5 10.9 25.7 22.5 24.7 20.1 Progression Factor 1.76 1.12 0.81 0.82 1.00 1.00 Incremental Delay, d2 1.5 0.2 2.2 0.6 9.6 0.5 Delay (s) 23.5 12.4 23.2 19.2 34.3 20.6 Level of Service C B C B C C Approach Delay (s) 16.6 22.0 27.7 0.0 Approach LOS B C C A Intersection Summary HCM 2000 Control Delay 22.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.67 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1 Intersection Capacity Utilization 60.7% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 399 Queues Fruit Hill Property 4: US 11 & Rest Church Rd Weekday PM - 2034 Background Fruit Hill Property Synchro 11 Report Weekday PM - 2034 Background Page 6 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 458 290 26 280 157 197 461 13 88 203 326 v/c Ratio 1.30 0.31 0.16 0.55 0.29 0.81 1.14 0.02 0.47 0.59 0.57 Control Delay 184.0 12.7 36.2 36.1 1.4 60.3 118.6 0.1 42.8 37.6 7.6 Queue Delay 1.1 0.0 0.0 0.3 0.0 0.8 0.0 0.0 0.0 0.0 0.1 Total Delay 185.1 12.7 36.2 36.5 1.4 61.1 118.6 0.1 42.8 37.6 7.6 Queue Length 50th (ft) ~296 21 12 69 0 97 ~273 0 42 94 0 Queue Length 95th (ft) #449 26 35 105 0 #198 #435 0 85 157 54 Internal Link Dist (ft) 191 394 1358 966 Turn Bay Length (ft) 250 150 280 240 290 Base Capacity (vph) 351 929 162 511 535 244 406 580 188 346 570 Starvation Cap Reductn 33 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 34 0 4 0 0 0 0 9 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.44 0.31 0.16 0.59 0.29 0.82 1.14 0.02 0.47 0.59 0.58 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 400 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 4: US 11 & Rest Church Rd Weekday PM - 2034 Background Fruit Hill Property Synchro 11 Report Weekday PM - 2034 Background Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 403 144 111 23 246 138 173 406 11 77 179 287 Future Volume (vph) 403 144 111 23 246 138 173 406 11 77 179 287 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 7.1 5.5 6.8 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.93 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 3263 1805 3471 1615 1719 1881 1455 1770 1863 1583 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 3263 1805 3471 1615 1719 1881 1455 1770 1863 1583 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 458 164 126 26 280 157 197 461 12 88 203 326 RTOR Reduction (vph) 0 94 0 0 0 134 0 0 10 0 0 265 Lane Group Flow (vph) 458 196 0 26 280 23 197 461 3 88 203 61 Heavy Vehicles (%) 2% 3% 4% 0% 4% 0% 5% 1% 11% 2% 2% 2% Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 3 8 7 4 5 2 1 6 Permitted Phases 4 2 6 Actuated Green, G (s) 15.9 20.5 7.2 11.8 11.8 11.3 17.3 17.3 8.4 14.9 14.9 Effective Green, g (s) 15.9 20.5 7.2 11.8 11.8 11.3 17.3 17.3 8.4 14.9 14.9 Actuated g/C Ratio 0.20 0.26 0.09 0.15 0.15 0.14 0.22 0.22 0.11 0.19 0.19 Clearance Time (s) 7.1 5.5 6.8 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0 Lane Grp Cap (vph) 351 836 162 511 238 242 406 314 185 346 294 v/s Ratio Prot c0.26 0.06 0.01 c0.08 c0.11 c0.25 0.05 0.11 v/s Ratio Perm 0.01 0.00 0.04 v/c Ratio 1.30 0.23 0.16 0.55 0.10 0.81 1.14 0.01 0.48 0.59 0.21 Uniform Delay, d1 32.0 23.5 33.6 31.6 29.5 33.3 31.4 24.6 33.7 29.7 27.5 Progression Factor 0.95 0.88 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 155.1 0.7 1.0 2.1 0.4 19.4 87.0 0.0 2.6 3.9 0.7 Delay (s) 185.4 21.4 34.6 33.7 29.9 52.7 118.3 24.6 36.3 33.6 28.3 Level of Service F C C C C D F C D C C Approach Delay (s) 121.8 32.5 97.3 31.2 Approach LOS F C F C Intersection Summary HCM 2000 Control Delay 76.3 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 1.05 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 26.6 Intersection Capacity Utilization 78.0% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group 401 Queuing and Blocking Report Fruit Hill Property Weekday PM - 2034 Background Weekday PM - 2034 Background Fruit Hill Property SimTraffic Report Weekday PM - 2034 Background Page 1 Intersection: 2: I-81 SB Ramps & Rest Church Rd Movement EB EB EB WB WB WB SB SB Directions Served T T TR L T T LT R Maximum Queue (ft) 149 110 157 387 326 111 174 121 Average Queue (ft) 62 54 74 210 97 8 83 55 95th Queue (ft) 125 96 128 322 249 60 148 96 Link Distance (ft) 226 226 226 504 504 504 878 Upstream Blk Time (%) 0 0 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 640 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: I-81 NB Ramps & Rest Church Rd Movement EB EB EB WB WB WB NB NB Directions Served L T T T T R LTR R Maximum Queue (ft) 191 166 170 215 211 107 934 480 Average Queue (ft) 92 60 74 126 96 47 877 460 95th Queue (ft) 167 161 171 205 185 87 1082 566 Link Distance (ft) 504 504 504 198 198 198 875 Upstream Blk Time (%) 0 0 0 0 0 77 Queuing Penalty (veh) 0 0 1 1 0 0 Storage Bay Dist (ft) 480 Storage Blk Time (%) 71 4 Queuing Penalty (veh) 146 18 402 Queuing and Blocking Report Fruit Hill Property Weekday PM - 2034 Background Weekday PM - 2034 Background Fruit Hill Property SimTraffic Report Weekday PM - 2034 Background Page 2 Intersection: 4: US 11 & Rest Church Rd Movement EB EB EB WB WB WB WB NB NB NB SB SB Directions Served L T TR L T T R L T R L T Maximum Queue (ft) 251 236 253 59 155 170 105 150 1187 280 109 172 Average Queue (ft) 217 201 168 19 69 84 53 138 853 47 47 84 95th Queue (ft) 240 252 281 50 129 147 91 180 1505 209 93 148 Link Distance (ft) 198 198 198 427 427 427 1385 980 Upstream Blk Time (%) 64 30 16 16 Queuing Penalty (veh) 141 65 34 0 Storage Bay Dist (ft) 250 150 280 240 Storage Blk Time (%) 9 63 0 Queuing Penalty (veh) 38 116 1 Intersection: 4: US 11 & Rest Church Rd Movement SB Directions Served R Maximum Queue (ft) 130 Average Queue (ft) 53 95th Queue (ft) 102 Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 290 Storage Blk Time (%) Queuing Penalty (veh) Zone Summary Zone wide Queuing Penalty: 560 403 Appendix M Year 2034 Background Traffic Conditions – Mitigation Scenario Operational Worksheets 404 Queues Fruit Hill Property 2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2034 Background - Mitigation Strategy #1 Fruit Hill Property Synchro 11 Report Weekday PM - 2034 Background - Mitigation Strategy #1 Page 1 Lane Group EBT WBL WBT SBT SBR Lane Group Flow (vph) 446 453 332 172 197 v/c Ratio 0.37 0.80 0.17 0.63 0.57 Control Delay 16.8 38.1 4.0 42.5 12.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 16.8 38.1 4.0 42.5 12.0 Queue Length 50th (ft) 41 181 19 81 0 Queue Length 95th (ft) 71 212 m30 141 54 Internal Link Dist (ft) 202 481 849 Turn Bay Length (ft) 640 Base Capacity (vph) 1198 683 1935 283 352 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.37 0.66 0.17 0.61 0.56 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. 405 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2034 Background - Mitigation Strategy #1 Fruit Hill Property Synchro 11 Report Weekday PM - 2034 Background - Mitigation Strategy #1 Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 245 148 399 292 0 0 0 0 149 3 173 Future Volume (vph) 0 245 148 399 292 0 0 0 0 149 3 173 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.1 6.2 8.0 8.0 Lane Util. Factor 0.91 1.00 0.95 1.00 1.00 Frt 0.94 1.00 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 4027 1770 2911 1743 1154 Flt Permitted 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 4027 1770 2911 1743 1154 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 0 278 168 453 332 0 0 0 0 169 3 197 RTOR Reduction (vph) 0 123 0 0 0 0 0 0 0 0 0 166 Lane Group Flow (vph) 0 323 0 453 332 0 0 0 0 0 172 31 Heavy Vehicles (%) 0% 17% 29% 2% 24% 0% 0% 0% 0% 4% 0% 40% Turn Type NA Prot NA Split NA Perm Protected Phases 2 1 6 3 3 Permitted Phases 3 Actuated Green, G (s) 21.4 25.7 53.2 12.6 12.6 Effective Green, g (s) 21.4 25.7 53.2 12.6 12.6 Actuated g/C Ratio 0.27 0.32 0.67 0.16 0.16 Clearance Time (s) 6.2 6.1 6.2 8.0 8.0 Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0 Lane Grp Cap (vph) 1077 568 1935 274 181 v/s Ratio Prot c0.08 c0.26 0.11 c0.10 v/s Ratio Perm 0.03 v/c Ratio 0.30 0.80 0.17 0.63 0.17 Uniform Delay, d1 23.3 24.8 5.1 31.5 29.2 Progression Factor 1.00 1.19 0.73 1.00 1.00 Incremental Delay, d2 0.7 6.7 0.2 5.0 0.6 Delay (s) 24.0 36.1 3.9 36.5 29.8 Level of Service C D A D C Approach Delay (s) 24.0 22.5 0.0 32.9 Approach LOS C C A C Intersection Summary HCM 2000 Control Delay 25.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.58 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3 Intersection Capacity Utilization 60.7% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 406 Queues Fruit Hill Property 3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2034 Background - Mitigation Strategy #1 Fruit Hill Property Synchro 11 Report Weekday PM - 2034 Background - Mitigation Strategy #1 Page 3 Lane Group EBL EBT WBT WBR NBT NBR Lane Group Flow (vph) 166 272 557 228 346 326 v/c Ratio 0.50 0.15 0.55 0.38 0.80 0.48 Control Delay 20.1 12.7 24.1 7.7 37.3 5.0 Queue Delay 0.0 0.0 0.5 0.3 0.0 0.0 Total Delay 20.1 12.7 24.6 8.0 37.3 5.0 Queue Length 50th (ft) 55 40 114 5 137 0 Queue Length 95th (ft) m126 70 m169 m44 #271 55 Internal Link Dist (ft) 481 191 609 Turn Bay Length (ft) 480 Base Capacity (vph) 333 1763 1005 608 475 727 Starvation Cap Reductn 0 0 152 92 0 0 Spillback Cap Reductn 0 58 0 0 0 5 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.50 0.16 0.65 0.44 0.73 0.45 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. 407 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2034 Background - Mitigation Strategy #1 Fruit Hill Property Synchro 11 Report Weekday PM - 2034 Background - Mitigation Strategy #1 Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 149 245 0 0 501 205 190 2 413 0 0 0 Future Volume (vph) 149 245 0 0 501 205 190 2 413 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 Frt 1.00 1.00 1.00 0.85 0.94 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.97 1.00 Satd. Flow (prot) 1399 3471 3539 1568 1312 1504 Flt Permitted 0.28 1.00 1.00 1.00 0.97 1.00 Satd. Flow (perm) 417 3471 3539 1568 1312 1504 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 166 272 0 0 557 228 211 2 459 0 0 0 RTOR Reduction (vph) 0 0 0 0 0 163 0 30 226 0 0 0 Lane Group Flow (vph) 166 272 0 0 557 65 0 316 100 0 0 0 Heavy Vehicles (%) 29% 4% 0% 0% 2% 3% 41% 0% 2% 0% 0% 0% Turn Type pm+pt NA NA Perm Perm NA Perm Protected Phases 5 2 6 4 Permitted Phases 2 6 4 4 Actuated Green, G (s) 40.6 40.6 22.7 22.7 24.5 24.5 Effective Green, g (s) 40.6 40.6 22.7 22.7 24.5 24.5 Actuated g/C Ratio 0.51 0.51 0.28 0.28 0.31 0.31 Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7 Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0 Lane Grp Cap (vph) 330 1761 1004 444 401 460 v/s Ratio Prot c0.06 0.08 0.16 v/s Ratio Perm c0.19 0.04 0.24 0.07 v/c Ratio 0.50 0.15 0.55 0.15 0.79 0.22 Uniform Delay, d1 12.0 10.5 24.4 21.4 25.4 20.6 Progression Factor 1.23 1.09 0.87 1.61 1.00 1.00 Incremental Delay, d2 1.5 0.2 1.6 0.5 11.4 0.5 Delay (s) 16.3 11.7 22.9 35.0 36.7 21.1 Level of Service B B C C D C Approach Delay (s) 13.4 26.4 29.2 0.0 Approach LOS B C C A Intersection Summary HCM 2000 Control Delay 24.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.66 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1 Intersection Capacity Utilization 60.7% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 408 Queues Fruit Hill Property 4: US 11 & Rest Church Rd Weekday PM - 2034 Background - Mitigation Strategy #1 Fruit Hill Property Synchro 11 Report Weekday PM - 2034 Background - Mitigation Strategy #1 Page 5 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 252 496 26 280 157 197 461 13 88 203 326 v/c Ratio 0.84 0.78 0.14 0.81 0.42 0.75 0.82 0.02 0.50 0.43 0.51 Control Delay 48.7 17.7 35.0 54.6 4.7 51.7 40.2 0.1 44.5 29.0 6.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.8 0.0 0.0 0.0 0.0 0.0 Total Delay 48.7 17.7 35.0 54.6 4.7 52.5 40.2 0.1 44.5 29.0 6.3 Queue Length 50th (ft) 115 21 12 73 0 95 214 0 43 87 0 Queue Length 95th (ft) m#232 29 34 #131 12 #183 #357 0 86 145 57 Internal Link Dist (ft) 191 394 920 966 Turn Bay Length (ft) 250 150 280 240 290 Base Capacity (vph) 311 652 180 347 373 272 563 590 177 471 644 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 9 0 0 0 0 1 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.81 0.76 0.14 0.81 0.42 0.75 0.82 0.02 0.50 0.43 0.51 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. 409 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 4: US 11 & Rest Church Rd Weekday PM - 2034 Background - Mitigation Strategy #1 Fruit Hill Property Synchro 11 Report Weekday PM - 2034 Background - Mitigation Strategy #1 Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 403 144 111 23 246 138 173 406 11 77 179 287 Future Volume (vph) 403 144 111 23 246 138 173 406 11 77 179 287 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Lane Util. Factor 0.91 0.91 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1610 3169 1805 3471 1615 1719 1881 1455 1770 1863 1583 Flt Permitted 0.95 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1610 3169 1805 3471 1615 1719 1881 1455 1770 1863 1583 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 458 164 126 26 280 157 197 461 12 88 203 326 RTOR Reduction (vph) 0 39 0 0 0 141 0 0 9 0 0 243 Lane Group Flow (vph) 252 457 0 26 280 16 197 461 4 88 203 83 Heavy Vehicles (%) 2% 3% 4% 0% 4% 0% 5% 1% 11% 2% 2% 2% Turn Type Split NA Split NA Perm Prot NA Perm Prot NA Perm Protected Phases 8 8 4 4 5 2 1 6 Permitted Phases 4 2 6 Actuated Green, G (s) 15.0 15.0 8.0 8.0 8.0 12.2 24.0 24.0 8.0 20.3 20.3 Effective Green, g (s) 15.0 15.0 8.0 8.0 8.0 12.2 24.0 24.0 8.0 20.3 20.3 Actuated g/C Ratio 0.19 0.19 0.10 0.10 0.10 0.15 0.30 0.30 0.10 0.25 0.25 Clearance Time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0 Lane Grp Cap (vph) 301 594 180 347 161 262 564 436 177 472 401 v/s Ratio Prot c0.16 0.14 0.01 c0.08 c0.11 c0.25 0.05 0.11 v/s Ratio Perm 0.01 0.00 0.05 v/c Ratio 0.84 0.77 0.14 0.81 0.10 0.75 0.82 0.01 0.50 0.43 0.21 Uniform Delay, d1 31.3 30.9 32.9 35.2 32.7 32.5 26.0 19.7 34.1 25.0 23.5 Progression Factor 0.80 0.29 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 17.4 6.2 0.8 14.5 0.6 12.2 12.4 0.0 3.0 2.8 1.2 Delay (s) 42.6 15.1 33.6 49.7 33.3 44.7 38.4 19.7 37.1 27.9 24.7 Level of Service D B C D C D D B D C C Approach Delay (s) 24.4 43.3 39.9 27.5 Approach LOS C D D C Intersection Summary HCM 2000 Control Delay 32.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.87 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 25.0 Intersection Capacity Utilization 68.5% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 410 Queuing and Blocking Report Fruit Hill Property Weekday PM - 2034 Background - Mitigation Strategy #1Weekday PM - 2034 Background - Mitigation Strategy #1 Fruit Hill Property SimTraffic Report Weekday PM - 2034 Background - Mitigation Strategy #1 Page 1 Intersection: 2: I-81 SB Ramps & Rest Church Rd Movement EB EB EB WB WB WB SB SB Directions Served T T TR L T T LT R Maximum Queue (ft) 152 127 179 371 185 81 179 119 Average Queue (ft) 63 55 77 212 80 4 88 56 95th Queue (ft) 125 102 142 314 164 41 150 95 Link Distance (ft) 226 226 226 503 503 503 878 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 640 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: I-81 NB Ramps & Rest Church Rd Movement EB EB EB WB WB WB NB NB Directions Served L T T T T R LTR R Maximum Queue (ft) 224 101 132 201 204 129 391 333 Average Queue (ft) 90 40 61 130 108 61 210 132 95th Queue (ft) 171 85 111 194 178 104 339 271 Link Distance (ft) 503 503 503 195 195 195 638 Upstream Blk Time (%) 1 0 Queuing Penalty (veh) 2 1 Storage Bay Dist (ft) 480 Storage Blk Time (%) Queuing Penalty (veh) 411 Queuing and Blocking Report Fruit Hill Property Weekday PM - 2034 Background - Mitigation Strategy #1Weekday PM - 2034 Background - Mitigation Strategy #1 Fruit Hill Property SimTraffic Report Weekday PM - 2034 Background - Mitigation Strategy #1 Page 2 Intersection: 4: US 11 & Rest Church Rd Movement EB EB EB WB WB WB WB NB NB NB SB SB Directions Served L LT TR L T T R L T R L T Maximum Queue (ft) 188 181 180 47 176 202 95 150 530 113 96 161 Average Queue (ft) 109 99 67 12 78 100 45 118 220 7 43 75 95th Queue (ft) 169 161 135 36 155 186 78 176 432 57 84 136 Link Distance (ft) 195 195 195 415 415 415 945 977 Upstream Blk Time (%) 0 0 0 Queuing Penalty (veh) 1 0 0 Storage Bay Dist (ft) 250 150 280 240 Storage Blk Time (%) 5 17 0 Queuing Penalty (veh) 19 31 0 Intersection: 4: US 11 & Rest Church Rd Movement SB Directions Served R Maximum Queue (ft) 111 Average Queue (ft) 47 95th Queue (ft) 88 Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 290 Storage Blk Time (%) Queuing Penalty (veh) Zone Summary Zone wide Queuing Penalty: 54 412 Queues Fruit Hill Property 2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2034 Background - Mitigation Strategy #2 Fruit Hill Property Synchro 11 Report Weekday PM - 2034 Background - Mitigation Strategy #2 Page 1 Lane Group EBT WBL WBT SBT SBR Lane Group Flow (vph) 446 453 332 172 197 v/c Ratio 0.37 0.80 0.17 0.63 0.57 Control Delay 16.8 33.2 3.6 42.5 12.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 16.8 33.2 3.6 42.5 12.0 Queue Length 50th (ft) 41 124 15 81 0 Queue Length 95th (ft) 71 188 27 141 54 Internal Link Dist (ft) 202 481 849 Turn Bay Length (ft) 640 Base Capacity (vph) 1198 683 1935 283 352 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.37 0.66 0.17 0.61 0.56 Intersection Summary 413 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2034 Background - Mitigation Strategy #2 Fruit Hill Property Synchro 11 Report Weekday PM - 2034 Background - Mitigation Strategy #2 Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 245 148 399 292 0 0 0 0 149 3 173 Future Volume (vph) 0 245 148 399 292 0 0 0 0 149 3 173 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.1 6.2 8.0 8.0 Lane Util. Factor 0.91 1.00 0.95 1.00 1.00 Frt 0.94 1.00 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 4027 1770 2911 1743 1154 Flt Permitted 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 4027 1770 2911 1743 1154 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 0 278 168 453 332 0 0 0 0 169 3 197 RTOR Reduction (vph) 0 123 0 0 0 0 0 0 0 0 0 166 Lane Group Flow (vph) 0 323 0 453 332 0 0 0 0 0 172 31 Heavy Vehicles (%) 0% 17% 29% 2% 24% 0% 0% 0% 0% 4% 0% 40% Turn Type NA Prot NA Split NA Perm Protected Phases 2 1 6 3 3 Permitted Phases 3 Actuated Green, G (s) 21.4 25.7 53.2 12.6 12.6 Effective Green, g (s) 21.4 25.7 53.2 12.6 12.6 Actuated g/C Ratio 0.27 0.32 0.67 0.16 0.16 Clearance Time (s) 6.2 6.1 6.2 8.0 8.0 Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0 Lane Grp Cap (vph) 1077 568 1935 274 181 v/s Ratio Prot c0.08 c0.26 0.11 c0.10 v/s Ratio Perm 0.03 v/c Ratio 0.30 0.80 0.17 0.63 0.17 Uniform Delay, d1 23.3 24.8 5.1 31.5 29.2 Progression Factor 1.00 0.96 0.67 1.00 1.00 Incremental Delay, d2 0.7 7.2 0.2 5.0 0.6 Delay (s) 24.0 31.0 3.5 36.5 29.8 Level of Service C C A D C Approach Delay (s) 24.0 19.4 0.0 32.9 Approach LOS C B A C Intersection Summary HCM 2000 Control Delay 23.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.58 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3 Intersection Capacity Utilization 60.1% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 414 Queues Fruit Hill Property 3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2034 Background - Mitigation Strategy #2 Fruit Hill Property Synchro 11 Report Weekday PM - 2034 Background - Mitigation Strategy #2 Page 3 Lane Group EBL EBT WBT WBR NBL NBT NBR Lane Group Flow (vph) 166 272 557 228 211 232 229 v/c Ratio 0.44 0.14 0.50 0.35 0.65 0.42 0.41 Control Delay 13.8 9.3 20.6 7.2 35.4 5.8 5.6 Queue Delay 0.0 0.0 0.5 0.3 0.0 0.0 0.0 Total Delay 13.8 9.3 21.1 7.5 35.4 5.8 5.7 Queue Length 50th (ft) 46 38 105 5 91 1 0 Queue Length 95th (ft) m83 63 m148 m37 156 51 50 Internal Link Dist (ft) 481 191 609 Turn Bay Length (ft) 300 480 Base Capacity (vph) 397 1936 1124 653 388 617 616 Starvation Cap Reductn 0 0 218 126 0 0 0 Spillback Cap Reductn 0 52 0 0 0 3 3 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.42 0.14 0.61 0.43 0.54 0.38 0.37 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. 415 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2034 Background - Mitigation Strategy #2 Fruit Hill Property Synchro 11 Report Weekday PM - 2034 Background - Mitigation Strategy #2 Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 149 245 0 0 501 205 190 2 413 0 0 0 Future Volume (vph) 149 245 0 0 501 205 190 2 413 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7 6.7 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 0.95 0.95 Frt 1.00 1.00 1.00 0.85 1.00 0.85 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1399 3471 3539 1568 1280 1507 1504 Flt Permitted 0.30 1.00 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 447 3471 3539 1568 1280 1507 1504 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 166 272 0 0 557 228 211 2 459 0 0 0 RTOR Reduction (vph) 0 0 0 0 0 156 0 171 170 0 0 0 Lane Group Flow (vph) 166 272 0 0 557 72 211 61 59 0 0 0 Heavy Vehicles (%) 29% 4% 0% 0% 2% 3% 41% 0% 2% 0% 0% 0% Turn Type pm+pt NA NA Perm Split NA Perm Protected Phases 5 2 6 4 4 Permitted Phases 2 6 4 Actuated Green, G (s) 44.6 44.6 25.4 25.4 20.5 20.5 20.5 Effective Green, g (s) 44.6 44.6 25.4 25.4 20.5 20.5 20.5 Actuated g/C Ratio 0.56 0.56 0.32 0.32 0.26 0.26 0.26 Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7 6.7 Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Grp Cap (vph) 380 1935 1123 497 328 386 385 v/s Ratio Prot c0.06 0.08 c0.16 c0.16 0.04 v/s Ratio Perm 0.18 0.05 0.04 v/c Ratio 0.44 0.14 0.50 0.15 0.64 0.16 0.15 Uniform Delay, d1 9.8 8.5 22.1 19.5 26.5 23.1 23.0 Progression Factor 1.03 0.97 0.81 1.55 1.00 1.00 1.00 Incremental Delay, d2 1.0 0.1 1.2 0.5 5.8 0.4 0.4 Delay (s) 11.1 8.4 19.2 30.8 32.3 23.5 23.4 Level of Service B A B C C C C Approach Delay (s) 9.4 22.6 26.2 0.0 Approach LOS A C C A Intersection Summary HCM 2000 Control Delay 20.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.55 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1 Intersection Capacity Utilization 60.1% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 416 Queues Fruit Hill Property 4: US 11 & Rest Church Rd Weekday PM - 2034 Background - Mitigation Strategy #2 Fruit Hill Property Synchro 11 Report Weekday PM - 2034 Background - Mitigation Strategy #2 Page 5 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 252 496 26 280 157 197 461 13 88 203 326 v/c Ratio 0.84 0.78 0.14 0.81 0.42 0.75 0.82 0.02 0.50 0.43 0.51 Control Delay 50.2 19.7 35.0 54.6 4.7 51.7 40.2 0.1 44.5 29.0 6.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.8 0.0 0.0 0.0 0.0 0.0 Total Delay 50.2 19.7 35.0 54.6 4.7 52.5 40.2 0.1 44.5 29.0 6.3 Queue Length 50th (ft) 104 23 12 73 0 95 214 0 43 87 0 Queue Length 95th (ft) #236 48 34 #131 12 #183 #357 0 86 145 57 Internal Link Dist (ft) 191 394 920 966 Turn Bay Length (ft) 250 150 280 240 290 Base Capacity (vph) 311 652 180 347 373 272 563 590 177 471 644 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 9 0 0 0 0 1 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.81 0.76 0.14 0.81 0.42 0.75 0.82 0.02 0.50 0.43 0.51 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 417 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 4: US 11 & Rest Church Rd Weekday PM - 2034 Background - Mitigation Strategy #2 Fruit Hill Property Synchro 11 Report Weekday PM - 2034 Background - Mitigation Strategy #2 Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 403 144 111 23 246 138 173 406 11 77 179 287 Future Volume (vph) 403 144 111 23 246 138 173 406 11 77 179 287 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Lane Util. Factor 0.91 0.91 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1610 3169 1805 3471 1615 1719 1881 1455 1770 1863 1583 Flt Permitted 0.95 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1610 3169 1805 3471 1615 1719 1881 1455 1770 1863 1583 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 458 164 126 26 280 157 197 461 12 88 203 326 RTOR Reduction (vph) 0 39 0 0 0 141 0 0 9 0 0 243 Lane Group Flow (vph) 252 457 0 26 280 16 197 461 4 88 203 83 Heavy Vehicles (%) 2% 3% 4% 0% 4% 0% 5% 1% 11% 2% 2% 2% Turn Type Split NA Split NA Perm Prot NA Perm Prot NA Perm Protected Phases 8 8 4 4 5 2 1 6 Permitted Phases 4 2 6 Actuated Green, G (s) 15.0 15.0 8.0 8.0 8.0 12.2 24.0 24.0 8.0 20.3 20.3 Effective Green, g (s) 15.0 15.0 8.0 8.0 8.0 12.2 24.0 24.0 8.0 20.3 20.3 Actuated g/C Ratio 0.19 0.19 0.10 0.10 0.10 0.15 0.30 0.30 0.10 0.25 0.25 Clearance Time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0 Lane Grp Cap (vph) 301 594 180 347 161 262 564 436 177 472 401 v/s Ratio Prot c0.16 0.14 0.01 c0.08 c0.11 c0.25 0.05 0.11 v/s Ratio Perm 0.01 0.00 0.05 v/c Ratio 0.84 0.77 0.14 0.81 0.10 0.75 0.82 0.01 0.50 0.43 0.21 Uniform Delay, d1 31.3 30.9 32.9 35.2 32.7 32.5 26.0 19.7 34.1 25.0 23.5 Progression Factor 0.83 0.36 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 18.1 6.3 0.8 14.5 0.6 12.2 12.4 0.0 3.0 2.8 1.2 Delay (s) 44.0 17.4 33.6 49.7 33.3 44.7 38.4 19.7 37.1 27.9 24.7 Level of Service D B C D C D D B D C C Approach Delay (s) 26.3 43.3 39.9 27.5 Approach LOS C D D C Intersection Summary HCM 2000 Control Delay 33.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.87 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 25.0 Intersection Capacity Utilization 68.5% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 418 Queuing and Blocking Report Fruit Hill Property Weekday PM - 2034 Background - Mitigation Strategy #2Weekday PM - 2034 Background - Mitigation Strategy #2 Fruit Hill Property SimTraffic Report Weekday PM - 2034 Background - Mitigation Strategy #2 Page 1 Intersection: 2: I-81 SB Ramps & Rest Church Rd Movement EB EB EB WB WB WB SB SB Directions Served T T TR L T T LT R Maximum Queue (ft) 161 132 162 362 201 112 169 121 Average Queue (ft) 69 58 84 214 87 5 89 56 95th Queue (ft) 133 105 151 326 179 47 147 98 Link Distance (ft) 226 226 226 496 496 496 878 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 640 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: I-81 NB Ramps & Rest Church Rd Movement EB EB EB WB WB WB NB NB NB Directions Served L T T T T R L TR R Maximum Queue (ft) 198 105 134 187 206 114 260 167 137 Average Queue (ft) 83 35 61 114 97 57 129 67 38 95th Queue (ft) 160 81 111 180 173 98 222 122 87 Link Distance (ft) 496 496 496 190 190 190 638 Upstream Blk Time (%) 0 0 Queuing Penalty (veh) 0 1 Storage Bay Dist (ft) 300 480 Storage Blk Time (%) 0 Queuing Penalty (veh) 0 419 Queuing and Blocking Report Fruit Hill Property Weekday PM - 2034 Background - Mitigation Strategy #2Weekday PM - 2034 Background - Mitigation Strategy #2 Fruit Hill Property SimTraffic Report Weekday PM - 2034 Background - Mitigation Strategy #2 Page 2 Intersection: 4: US 11 & Rest Church Rd Movement EB EB EB WB WB WB WB NB NB NB SB SB Directions Served L LT TR L T T R L T R L T Maximum Queue (ft) 202 192 168 57 165 212 107 150 522 113 110 152 Average Queue (ft) 123 107 75 12 72 100 44 119 224 8 43 72 95th Queue (ft) 189 174 141 38 133 183 74 179 441 64 86 132 Link Distance (ft) 190 190 190 415 415 415 945 977 Upstream Blk Time (%) 1 0 0 0 Queuing Penalty (veh) 2 0 0 0 Storage Bay Dist (ft) 250 150 280 240 Storage Blk Time (%) 5 17 0 Queuing Penalty (veh) 21 31 0 Intersection: 4: US 11 & Rest Church Rd Movement SB Directions Served R Maximum Queue (ft) 135 Average Queue (ft) 50 95th Queue (ft) 94 Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 290 Storage Blk Time (%) Queuing Penalty (veh) Zone Summary Zone wide Queuing Penalty: 56 420 Queues Fruit Hill Property 2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2034 Background - Mitigation Strategy #3 Fruit Hill Property Synchro 11 Report Weekday PM - 2034 Background - Mitigation Strategy #3 Page 1 Lane Group EBT WBL WBT SBT SBR Lane Group Flow (vph) 446 453 332 172 197 v/c Ratio 0.37 0.80 0.17 0.63 0.57 Control Delay 16.8 42.6 7.8 42.5 12.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 16.8 42.6 7.8 42.5 12.0 Queue Length 50th (ft) 41 252 12 81 0 Queue Length 95th (ft) 71 336 85 141 54 Internal Link Dist (ft) 202 481 849 Turn Bay Length (ft) 640 Base Capacity (vph) 1198 683 1935 283 352 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.37 0.66 0.17 0.61 0.56 Intersection Summary 421 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2034 Background - Mitigation Strategy #3 Fruit Hill Property Synchro 11 Report Weekday PM - 2034 Background - Mitigation Strategy #3 Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 245 148 399 292 0 0 0 0 149 3 173 Future Volume (vph) 0 245 148 399 292 0 0 0 0 149 3 173 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.1 6.2 8.0 8.0 Lane Util. Factor 0.91 1.00 0.95 1.00 1.00 Frt 0.94 1.00 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 4027 1770 2911 1743 1154 Flt Permitted 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 4027 1770 2911 1743 1154 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 0 278 168 453 332 0 0 0 0 169 3 197 RTOR Reduction (vph) 0 123 0 0 0 0 0 0 0 0 0 166 Lane Group Flow (vph) 0 323 0 453 332 0 0 0 0 0 172 31 Heavy Vehicles (%) 0% 17% 29% 2% 24% 0% 0% 0% 0% 4% 0% 40% Turn Type NA Prot NA Split NA Perm Protected Phases 2 1 6 3 3 Permitted Phases 3 Actuated Green, G (s) 21.4 25.7 53.2 12.6 12.6 Effective Green, g (s) 21.4 25.7 53.2 12.6 12.6 Actuated g/C Ratio 0.27 0.32 0.67 0.16 0.16 Clearance Time (s) 6.2 6.1 6.2 8.0 8.0 Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0 Lane Grp Cap (vph) 1077 568 1935 274 181 v/s Ratio Prot c0.08 c0.26 0.11 c0.10 v/s Ratio Perm 0.03 v/c Ratio 0.30 0.80 0.17 0.63 0.17 Uniform Delay, d1 23.3 24.8 5.1 31.5 29.2 Progression Factor 1.00 1.32 1.47 1.00 1.00 Incremental Delay, d2 0.7 7.6 0.2 5.0 0.6 Delay (s) 24.0 40.4 7.6 36.5 29.8 Level of Service C D A D C Approach Delay (s) 24.0 26.5 0.0 32.9 Approach LOS C C A C Intersection Summary HCM 2000 Control Delay 27.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.58 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3 Intersection Capacity Utilization 60.7% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 422 Queues Fruit Hill Property 3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2034 Background - Mitigation Strategy #3 Fruit Hill Property Synchro 11 Report Weekday PM - 2034 Background - Mitigation Strategy #3 Page 3 Lane Group EBL EBT WBT WBR NBL NBT NBR Lane Group Flow (vph) 166 272 557 228 105 108 459 v/c Ratio 0.40 0.13 0.43 0.32 0.41 0.42 0.66 Control Delay 18.7 9.8 21.4 7.6 30.5 30.6 7.5 Queue Delay 0.0 0.0 0.9 0.5 0.0 0.0 0.0 Total Delay 18.7 9.8 22.2 8.2 30.5 30.6 7.6 Queue Length 50th (ft) 46 38 100 5 48 49 0 Queue Length 95th (ft) m111 58 m182 m37 86 89 66 Internal Link Dist (ft) 481 191 609 Turn Bay Length (ft) 300 480 Base Capacity (vph) 435 2090 1286 715 354 357 786 Starvation Cap Reductn 0 0 434 213 0 0 0 Spillback Cap Reductn 0 28 0 0 0 0 9 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.38 0.13 0.65 0.45 0.30 0.30 0.59 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. 423 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2034 Background - Mitigation Strategy #3 Fruit Hill Property Synchro 11 Report Weekday PM - 2034 Background - Mitigation Strategy #3 Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 149 245 0 0 501 205 190 2 413 0 0 0 Future Volume (vph) 149 245 0 0 501 205 190 2 413 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7 6.7 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 Frt 1.00 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.95 0.95 1.00 Satd. Flow (prot) 1399 3471 3539 1568 1216 1227 1583 Flt Permitted 0.33 1.00 1.00 1.00 0.95 0.95 1.00 Satd. Flow (perm) 480 3471 3539 1568 1216 1227 1583 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 166 272 0 0 557 228 211 2 459 0 0 0 RTOR Reduction (vph) 0 0 0 0 0 145 0 0 362 0 0 0 Lane Group Flow (vph) 166 272 0 0 557 83 105 108 97 0 0 0 Heavy Vehicles (%) 29% 4% 0% 0% 2% 3% 41% 0% 2% 0% 0% 0% Turn Type pm+pt NA NA Perm Split NA Perm Protected Phases 5 2 6 4 4 Permitted Phases 2 6 4 Actuated Green, G (s) 48.2 48.2 29.1 29.1 16.9 16.9 16.9 Effective Green, g (s) 48.2 48.2 29.1 29.1 16.9 16.9 16.9 Actuated g/C Ratio 0.60 0.60 0.36 0.36 0.21 0.21 0.21 Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7 6.7 Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Grp Cap (vph) 414 2091 1287 570 256 259 334 v/s Ratio Prot c0.05 0.08 0.16 0.09 c0.09 v/s Ratio Perm c0.19 0.05 0.06 v/c Ratio 0.40 0.13 0.43 0.15 0.41 0.42 0.29 Uniform Delay, d1 8.0 6.9 19.2 17.1 27.2 27.3 26.5 Progression Factor 1.85 1.23 0.97 1.81 1.00 1.00 1.00 Incremental Delay, d2 0.8 0.1 0.8 0.4 2.2 2.3 1.0 Delay (s) 15.6 8.5 19.5 31.3 29.5 29.6 27.5 Level of Service B A B C C C C Approach Delay (s) 11.2 22.9 28.2 0.0 Approach LOS B C C A Intersection Summary HCM 2000 Control Delay 22.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.44 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1 Intersection Capacity Utilization 60.7% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 424 Queues Fruit Hill Property 4: US 11 & Rest Church Rd Weekday PM - 2034 Background - Mitigation Strategy #3 Fruit Hill Property Synchro 11 Report Weekday PM - 2034 Background - Mitigation Strategy #3 Page 5 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 252 496 26 280 157 197 461 13 88 203 326 v/c Ratio 0.84 0.78 0.14 0.81 0.42 0.75 0.82 0.02 0.50 0.43 0.51 Control Delay 51.1 32.2 35.0 54.6 4.7 51.7 40.2 0.1 44.5 29.0 6.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 2.9 0.0 0.0 0.0 0.0 0.0 Total Delay 51.1 32.2 35.0 54.6 4.7 54.6 40.2 0.1 44.5 29.0 6.3 Queue Length 50th (ft) 115 68 12 73 0 95 214 0 43 87 0 Queue Length 95th (ft) #220 128 34 #131 12 #183 #357 0 86 145 57 Internal Link Dist (ft) 191 394 920 966 Turn Bay Length (ft) 250 150 280 240 290 Base Capacity (vph) 311 652 180 347 373 272 563 590 177 471 644 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 25 0 0 0 0 7 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.81 0.76 0.14 0.81 0.42 0.80 0.82 0.02 0.50 0.43 0.51 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 425 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 4: US 11 & Rest Church Rd Weekday PM - 2034 Background - Mitigation Strategy #3 Fruit Hill Property Synchro 11 Report Weekday PM - 2034 Background - Mitigation Strategy #3 Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 403 144 111 23 246 138 173 406 11 77 179 287 Future Volume (vph) 403 144 111 23 246 138 173 406 11 77 179 287 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Lane Util. Factor 0.91 0.91 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1610 3169 1805 3471 1615 1719 1881 1455 1770 1863 1583 Flt Permitted 0.95 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1610 3169 1805 3471 1615 1719 1881 1455 1770 1863 1583 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 458 164 126 26 280 157 197 461 12 88 203 326 RTOR Reduction (vph) 0 39 0 0 0 141 0 0 9 0 0 243 Lane Group Flow (vph) 252 457 0 26 280 16 197 461 4 88 203 83 Heavy Vehicles (%) 2% 3% 4% 0% 4% 0% 5% 1% 11% 2% 2% 2% Turn Type Split NA Split NA Perm Prot NA Perm Prot NA Perm Protected Phases 8 8 4 4 5 2 1 6 Permitted Phases 4 2 6 Actuated Green, G (s) 15.0 15.0 8.0 8.0 8.0 12.2 24.0 24.0 8.0 20.3 20.3 Effective Green, g (s) 15.0 15.0 8.0 8.0 8.0 12.2 24.0 24.0 8.0 20.3 20.3 Actuated g/C Ratio 0.19 0.19 0.10 0.10 0.10 0.15 0.30 0.30 0.10 0.25 0.25 Clearance Time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0 Lane Grp Cap (vph) 301 594 180 347 161 262 564 436 177 472 401 v/s Ratio Prot c0.16 0.14 0.01 c0.08 c0.11 c0.25 0.05 0.11 v/s Ratio Perm 0.01 0.00 0.05 v/c Ratio 0.84 0.77 0.14 0.81 0.10 0.75 0.82 0.01 0.50 0.43 0.21 Uniform Delay, d1 31.3 30.9 32.9 35.2 32.7 32.5 26.0 19.7 34.1 25.0 23.5 Progression Factor 0.90 0.81 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 17.0 6.3 0.8 14.5 0.6 12.2 12.4 0.0 3.0 2.8 1.2 Delay (s) 45.2 31.4 33.6 49.7 33.3 44.7 38.4 19.7 37.1 27.9 24.7 Level of Service D C C D C D D B D C C Approach Delay (s) 36.0 43.3 39.9 27.5 Approach LOS D D D C Intersection Summary HCM 2000 Control Delay 36.3 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.87 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 25.0 Intersection Capacity Utilization 68.5% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 426 Queuing and Blocking Report Fruit Hill Property Weekday PM - 2034 Background - Mitigation Strategy #3Weekday PM - 2034 Background - Mitigation Strategy #3 Fruit Hill Property SimTraffic Report Weekday PM - 2034 Background - Mitigation Strategy #3 Page 1 Intersection: 2: I-81 SB Ramps & Rest Church Rd Movement EB EB EB WB WB WB SB SB Directions Served T T TR L T T LT R Maximum Queue (ft) 144 116 167 356 158 29 189 123 Average Queue (ft) 64 55 78 196 55 1 85 57 95th Queue (ft) 128 99 137 303 122 18 148 97 Link Distance (ft) 226 226 226 496 496 496 878 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 640 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: I-81 NB Ramps & Rest Church Rd Movement EB EB EB WB WB WB NB NB NB Directions Served L T T T T R L LT R Maximum Queue (ft) 195 77 93 199 189 111 135 202 193 Average Queue (ft) 85 33 42 111 92 54 49 92 81 95th Queue (ft) 157 66 82 175 158 96 102 172 146 Link Distance (ft) 496 496 496 190 190 190 638 Upstream Blk Time (%) 0 0 Queuing Penalty (veh) 1 0 Storage Bay Dist (ft) 300 480 Storage Blk Time (%) Queuing Penalty (veh) 427 Queuing and Blocking Report Fruit Hill Property Weekday PM - 2034 Background - Mitigation Strategy #3Weekday PM - 2034 Background - Mitigation Strategy #3 Fruit Hill Property SimTraffic Report Weekday PM - 2034 Background - Mitigation Strategy #3 Page 2 Intersection: 4: US 11 & Rest Church Rd Movement EB EB EB WB WB WB WB NB NB NB SB SB Directions Served L LT TR L T T R L T R L T Maximum Queue (ft) 183 212 228 49 172 197 89 150 569 182 99 158 Average Queue (ft) 119 149 135 12 70 98 44 114 239 12 45 77 95th Queue (ft) 183 205 226 36 138 181 75 179 521 89 85 140 Link Distance (ft) 190 190 190 415 415 415 945 977 Upstream Blk Time (%) 0 2 3 1 Queuing Penalty (veh) 0 4 7 0 Storage Bay Dist (ft) 250 150 280 240 Storage Blk Time (%) 6 17 0 Queuing Penalty (veh) 25 32 0 Intersection: 4: US 11 & Rest Church Rd Movement SB Directions Served R Maximum Queue (ft) 108 Average Queue (ft) 48 95th Queue (ft) 88 Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 290 Storage Blk Time (%) Queuing Penalty (veh) Zone Summary Zone wide Queuing Penalty: 68 428 Appendix N Year 2034 Total Traffic Operational Worksheets 429 HCM 6th TWSC Fruit Hill Property 1: Zachary Ann Ln & Rest Church Rd Weekday AM - 2034 Total Fruit Hill Property Synchro 11 Report Weekday AM - 2034 Total Page 1 Intersection Int Delay, s/veh 8.2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 144 21 352 60 11 240 Future Vol, veh/h 144 21 352 60 11 240 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 200 - 200 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 100 11 7 100 96 Mvmt Flow 160 23 391 67 12 267 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 183 0 1021 172 Stage 1 - - - - 172 - Stage 2 - - - - 849 - Critical Hdwy - - 4.21 - 7.4 7.16 Critical Hdwy Stg 1 - - - - 6.4 - Critical Hdwy Stg 2 - - - - 6.4 - Follow-up Hdwy - - 2.299 - 4.4 4.164 Pot Cap-1 Maneuver - - 1340 - 176 677 Stage 1 - - - - 668 - Stage 2 - - - - 291 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1340 - 125 677 Mov Cap-2 Maneuver - - - - 125 - Stage 1 - - - - 668 - Stage 2 - - - - 206 - Approach EB WB NB HCM Control Delay, s 0 7.5 14.7 HCM LOS B Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 125 677 - - 1340 - HCM Lane V/C Ratio 0.098 0.394 - - 0.292 - HCM Control Delay (s) 36.9 13.7 - - 8.8 - HCM Lane LOS E B - - A - HCM 95th %tile Q(veh) 0.3 1.9 - - 1.2 - 430 Queues Fruit Hill Property 2: I-81 SB Ramps & Rest Church Rd Weekday AM - 2034 Total Fruit Hill Property Synchro 11 Report Weekday AM - 2034 Total Page 2 Lane Group EBT WBL WBT SBT SBR Lane Group Flow (vph) 531 447 344 239 317 v/c Ratio 0.49 0.80 0.21 0.77 0.66 Control Delay 14.5 39.0 12.0 49.3 11.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 14.5 39.0 12.0 49.3 11.3 Queue Length 50th (ft) 38 224 56 114 0 Queue Length 95th (ft) 73 m308 m84 #215 71 Internal Link Dist (ft) 202 481 849 Turn Bay Length (ft) 640 Base Capacity (vph) 1085 667 1668 323 485 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.49 0.67 0.21 0.74 0.65 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. 431 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 2: I-81 SB Ramps & Rest Church Rd Weekday AM - 2034 Total Fruit Hill Property Synchro 11 Report Weekday AM - 2034 Total Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 223 249 398 306 0 0 0 0 211 2 282 Future Volume (vph) 0 223 249 398 306 0 0 0 0 211 2 282 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.1 6.2 8.0 8.0 Lane Util. Factor 0.91 1.00 0.95 1.00 1.00 Frt 0.92 1.00 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3476 1787 2597 1725 1214 Flt Permitted 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 3476 1787 2597 1725 1214 Peak-hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Adj. Flow (vph) 0 251 280 447 344 0 0 0 0 237 2 317 RTOR Reduction (vph) 0 209 0 0 0 0 0 0 0 0 0 260 Lane Group Flow (vph) 0 322 0 447 344 0 0 0 0 0 239 57 Heavy Vehicles (%) 0% 39% 36% 1% 39% 0% 0% 0% 0% 5% 0% 33% Turn Type NA Prot NA Split NA Perm Protected Phases 2 1 6 3 3 Permitted Phases 3 Actuated Green, G (s) 20.2 25.1 51.4 14.4 14.4 Effective Green, g (s) 20.2 25.1 51.4 14.4 14.4 Actuated g/C Ratio 0.25 0.31 0.64 0.18 0.18 Clearance Time (s) 6.2 6.1 6.2 8.0 8.0 Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0 Lane Grp Cap (vph) 877 560 1668 310 218 v/s Ratio Prot c0.09 c0.25 0.13 c0.14 v/s Ratio Perm 0.05 v/c Ratio 0.37 0.80 0.21 0.77 0.26 Uniform Delay, d1 24.6 25.1 5.9 31.2 28.2 Progression Factor 1.00 1.16 1.92 1.00 1.00 Incremental Delay, d2 1.2 7.6 0.3 11.9 0.9 Delay (s) 25.8 36.8 11.6 43.1 29.1 Level of Service C D B D C Approach Delay (s) 25.8 25.8 0.0 35.1 Approach LOS C C A D Intersection Summary HCM 2000 Control Delay 28.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.64 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3 Intersection Capacity Utilization 62.4% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 432 Queues Fruit Hill Property 3: I-81 NB Ramps & Rest Church Rd Weekday AM - 2034 Total Fruit Hill Property Synchro 11 Report Weekday AM - 2034 Total Page 4 Lane Group EBL EBT WBT WBR NBT NBR Lane Group Flow (vph) 161 278 493 130 284 262 v/c Ratio 0.42 0.13 0.34 0.17 0.81 0.55 Control Delay 17.5 13.1 13.3 2.0 31.8 8.9 Queue Delay 0.0 0.0 0.5 0.0 0.0 0.0 Total Delay 17.5 13.1 13.8 2.0 31.8 8.9 Queue Length 50th (ft) 50 44 87 0 47 0 Queue Length 95th (ft) m75 m61 102 0 #181 64 Internal Link Dist (ft) 481 191 609 Turn Bay Length (ft) 480 Base Capacity (vph) 384 2205 1469 751 367 496 Starvation Cap Reductn 0 0 551 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.42 0.13 0.54 0.17 0.77 0.53 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. 433 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 3: I-81 NB Ramps & Rest Church Rd Weekday AM - 2034 Total Fruit Hill Property Synchro 11 Report Weekday AM - 2034 Total Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 159 275 0 0 488 129 216 0 325 0 0 0 Future Volume (vph) 159 275 0 0 488 129 216 0 325 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 Frt 1.00 1.00 1.00 0.85 0.97 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.96 1.00 Satd. Flow (prot) 1165 3438 3505 1568 1149 1490 Flt Permitted 0.38 1.00 1.00 1.00 0.96 1.00 Satd. Flow (perm) 465 3438 3505 1568 1149 1490 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 161 278 0 0 493 130 218 0 328 0 0 0 RTOR Reduction (vph) 0 0 0 0 0 76 0 151 217 0 0 0 Lane Group Flow (vph) 161 278 0 0 493 54 0 133 45 0 0 0 Heavy Vehicles (%) 55% 5% 0% 0% 3% 3% 59% 0% 3% 0% 0% 0% Turn Type pm+pt NA NA Perm Perm NA Perm Protected Phases 5 2 6 4 Permitted Phases 2 6 4 4 Actuated Green, G (s) 51.3 51.3 33.5 33.5 13.8 13.8 Effective Green, g (s) 51.3 51.3 33.5 33.5 13.8 13.8 Actuated g/C Ratio 0.64 0.64 0.42 0.42 0.17 0.17 Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7 Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0 Lane Grp Cap (vph) 382 2204 1467 656 198 257 v/s Ratio Prot c0.05 0.08 0.14 v/s Ratio Perm c0.22 0.03 0.12 0.03 v/c Ratio 0.42 0.13 0.34 0.08 0.67 0.18 Uniform Delay, d1 6.6 5.6 15.7 14.0 31.0 28.2 Progression Factor 2.24 2.20 0.78 0.92 1.00 1.00 Incremental Delay, d2 0.8 0.1 0.5 0.2 10.8 0.7 Delay (s) 15.5 12.4 12.9 13.0 41.8 28.9 Level of Service B B B B D C Approach Delay (s) 13.5 12.9 35.6 0.0 Approach LOS B B D A Intersection Summary HCM 2000 Control Delay 20.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.52 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1 Intersection Capacity Utilization 62.4% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 434 Queues Fruit Hill Property 4: US 11 & Rest Church Rd Weekday AM - 2034 Total Fruit Hill Property Synchro 11 Report Weekday AM - 2034 Total Page 6 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 127 532 18 140 49 93 78 22 163 286 445 v/c Ratio 0.55 0.50 0.11 0.36 0.12 0.54 0.14 0.03 0.81 0.47 0.55 Control Delay 34.5 13.5 35.2 35.9 0.7 46.9 21.2 0.1 66.4 25.3 5.1 Queue Delay 0.0 0.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 34.5 14.3 35.2 35.9 0.7 46.9 21.2 0.1 66.4 25.3 5.1 Queue Length 50th (ft) 50 43 8 34 0 45 28 0 82 115 0 Queue Length 95th (ft) m59 m81 28 62 0 #100 60 0 #189 188 63 Internal Link Dist (ft) 191 394 920 966 Turn Bay Length (ft) 250 150 280 240 290 Base Capacity (vph) 258 1056 162 391 393 173 576 657 202 606 816 Starvation Cap Reductn 0 255 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.49 0.66 0.11 0.36 0.12 0.54 0.14 0.03 0.81 0.47 0.55 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. 435 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 4: US 11 & Rest Church Rd Weekday AM - 2034 Total Fruit Hill Property Synchro 11 Report Weekday AM - 2034 Total Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 116 293 191 16 127 45 85 71 20 148 260 405 Future Volume (vph) 116 293 191 16 127 45 85 71 20 148 260 405 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 7.1 5.5 6.8 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.94 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1736 3194 1805 3505 1615 1612 1863 1615 1787 1881 1599 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1736 3194 1805 3505 1615 1612 1863 1615 1787 1881 1599 Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 127 322 210 18 140 49 93 78 22 163 286 445 RTOR Reduction (vph) 0 114 0 0 0 40 0 0 17 0 0 332 Lane Group Flow (vph) 127 418 0 18 140 9 93 78 5 163 286 113 Heavy Vehicles (%) 4% 0% 16% 0% 3% 0% 12% 2% 0% 1% 1% 1% Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 3 8 7 4 5 2 1 6 Permitted Phases 4 2 6 Actuated Green, G (s) 10.8 23.6 1.4 14.2 14.2 8.5 19.3 19.3 9.1 20.4 20.4 Effective Green, g (s) 10.8 23.6 1.4 14.2 14.2 8.5 19.3 19.3 9.1 20.4 20.4 Actuated g/C Ratio 0.14 0.30 0.02 0.18 0.18 0.11 0.24 0.24 0.11 0.25 0.25 Clearance Time (s) 7.1 5.5 6.8 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0 Lane Grp Cap (vph) 234 942 31 622 286 171 449 389 203 479 407 v/s Ratio Prot c0.07 c0.13 0.01 0.04 0.06 0.04 c0.09 c0.15 v/s Ratio Perm 0.01 0.00 0.07 v/c Ratio 0.54 0.44 0.58 0.23 0.03 0.54 0.17 0.01 0.80 0.60 0.28 Uniform Delay, d1 32.3 22.9 39.0 28.2 27.2 33.9 24.0 23.1 34.6 26.2 23.9 Progression Factor 0.83 0.72 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.8 0.4 36.4 0.4 0.1 4.4 0.8 0.1 21.0 5.4 1.7 Delay (s) 29.6 16.9 75.4 28.6 27.3 38.3 24.9 23.2 55.6 31.6 25.6 Level of Service C B E C C D C C E C C Approach Delay (s) 19.4 32.3 31.1 33.0 Approach LOS B C C C Intersection Summary HCM 2000 Control Delay 28.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.62 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 26.6 Intersection Capacity Utilization 61.7% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 436 Queuing and Blocking Report Fruit Hill Property Weekday AM - 2034 Total Weekday AM - 2034 Total Fruit Hill Property SimTraffic Report Weekday AM - 2034 Total Page 1 Intersection: 2: I-81 SB Ramps & Rest Church Rd Movement EB EB EB B14 WB WB WB SB SB Directions Served T T TR T L T T LT R Maximum Queue (ft) 207 131 240 16 324 184 71 232 191 Average Queue (ft) 89 56 114 1 200 76 4 121 71 95th Queue (ft) 177 106 196 16 298 148 33 205 124 Link Distance (ft) 227 227 227 408 503 503 503 878 Upstream Blk Time (%) 0 1 Queuing Penalty (veh) 0 1 Storage Bay Dist (ft) 640 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: I-81 NB Ramps & Rest Church Rd Movement EB EB EB WB WB WB NB NB Directions Served L T T T T R LTR R Maximum Queue (ft) 228 92 129 184 169 73 607 468 Average Queue (ft) 103 36 66 91 66 33 346 258 95th Queue (ft) 188 76 111 159 133 62 579 462 Link Distance (ft) 503 503 503 195 195 195 638 Upstream Blk Time (%) 0 0 2 Queuing Penalty (veh) 0 0 0 Storage Bay Dist (ft) 480 Storage Blk Time (%) 5 0 Queuing Penalty (veh) 8 1 437 Queuing and Blocking Report Fruit Hill Property Weekday AM - 2034 Total Weekday AM - 2034 Total Fruit Hill Property SimTraffic Report Weekday AM - 2034 Total Page 2 Intersection: 4: US 11 & Rest Church Rd Movement EB EB EB WB WB WB WB NB NB NB SB SB Directions Served L T TR L T T R L T R L T Maximum Queue (ft) 171 197 213 54 92 110 50 131 111 26 167 232 Average Queue (ft) 94 99 124 15 43 45 23 59 29 5 86 94 95th Queue (ft) 153 175 200 42 83 88 48 113 79 20 154 185 Link Distance (ft) 195 195 195 427 427 427 945 980 Upstream Blk Time (%) 0 0 2 Queuing Penalty (veh) 0 1 3 Storage Bay Dist (ft) 250 150 280 240 Storage Blk Time (%) 1 0 1 0 Queuing Penalty (veh) 0 0 4 0 Intersection: 4: US 11 & Rest Church Rd Movement SB Directions Served R Maximum Queue (ft) 157 Average Queue (ft) 60 95th Queue (ft) 116 Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 290 Storage Blk Time (%) 0 Queuing Penalty (veh) 0 Zone Summary Zone wide Queuing Penalty: 18 438 HCM 6th TWSC Fruit Hill Property 1: Zachary Ann Ln & Rest Church Rd Weekday PM - 2034 Total Fruit Hill Property Synchro 11 Report Weekday PM - 2034 Total Page 1 Intersection Int Delay, s/veh 10.4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 157 11 158 172 21 393 Future Vol, veh/h 157 11 158 172 21 393 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 200 - 200 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 1 0 100 1 0 82 Mvmt Flow 178 13 180 195 24 447 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 191 0 740 185 Stage 1 - - - - 185 - Stage 2 - - - - 555 - Critical Hdwy - - 5.1 - 6.4 7.02 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 3.1 - 3.5 4.038 Pot Cap-1 Maneuver - - 961 - 387 688 Stage 1 - - - - 852 - Stage 2 - - - - 579 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 961 - 315 688 Mov Cap-2 Maneuver - - - - 315 - Stage 1 - - - - 852 - Stage 2 - - - - 471 - Approach EB WB NB HCM Control Delay, s 0 4.6 19.3 HCM LOS C Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 315 688 - - 961 - HCM Lane V/C Ratio 0.076 0.649 - - 0.187 - HCM Control Delay (s) 17.4 19.4 - - 9.6 - HCM Lane LOS C C - - A - HCM 95th %tile Q(veh) 0.2 4.8 - - 0.7 - 439 Queues Fruit Hill Property 2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2034 Total Fruit Hill Property Synchro 11 Report Weekday PM - 2034 Total Page 2 Lane Group EBT WBL WBT SBT SBR Lane Group Flow (vph) 804 453 423 172 277 v/c Ratio 0.75 0.79 0.23 0.51 0.62 Control Delay 26.3 35.4 16.5 33.7 10.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 26.3 35.4 16.5 33.7 10.2 Queue Length 50th (ft) 102 240 77 78 0 Queue Length 95th (ft) 142 m#395 m120 121 55 Internal Link Dist (ft) 202 481 849 Turn Bay Length (ft) 640 Base Capacity (vph) 1068 576 1832 479 518 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.75 0.79 0.23 0.36 0.53 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. 440 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2034 Total Fruit Hill Property Synchro 11 Report Weekday PM - 2034 Total Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 410 297 399 372 0 0 0 0 149 3 244 Future Volume (vph) 0 410 297 399 372 0 0 0 0 149 3 244 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.1 6.2 8.0 8.0 Lane Util. Factor 0.91 1.00 0.95 1.00 1.00 Frt 0.94 1.00 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3982 1770 2911 1743 1154 Flt Permitted 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 3982 1770 2911 1743 1154 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 0 466 338 453 423 0 0 0 0 169 3 277 RTOR Reduction (vph) 0 162 0 0 0 0 0 0 0 0 0 224 Lane Group Flow (vph) 0 642 0 453 423 0 0 0 0 0 172 53 Heavy Vehicles (%) 0% 17% 29% 2% 24% 0% 0% 0% 0% 4% 0% 40% Turn Type NA Prot NA Split NA Perm Protected Phases 2 1 6 3 3 Permitted Phases 3 Actuated Green, G (s) 18.2 26.1 50.4 15.4 15.4 Effective Green, g (s) 18.2 26.1 50.4 15.4 15.4 Actuated g/C Ratio 0.23 0.33 0.63 0.19 0.19 Clearance Time (s) 6.2 6.1 6.2 8.0 8.0 Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0 Lane Grp Cap (vph) 905 577 1833 335 222 v/s Ratio Prot c0.16 c0.26 0.15 c0.10 v/s Ratio Perm 0.05 v/c Ratio 0.71 0.79 0.23 0.51 0.24 Uniform Delay, d1 28.5 24.4 6.4 28.9 27.3 Progression Factor 1.00 1.05 2.29 1.00 1.00 Incremental Delay, d2 4.7 4.7 0.2 1.8 0.8 Delay (s) 33.1 30.4 14.8 30.7 28.1 Level of Service C C B C C Approach Delay (s) 33.1 22.9 0.0 29.1 Approach LOS C C A C Intersection Summary HCM 2000 Control Delay 28.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.69 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3 Intersection Capacity Utilization 72.9% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 441 Queues Fruit Hill Property 3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2034 Total Fruit Hill Property Synchro 11 Report Weekday PM - 2034 Total Page 4 Lane Group EBL EBT WBT WBR NBT NBR Lane Group Flow (vph) 331 290 566 228 394 358 v/c Ratio 1.05 0.18 0.76 0.45 0.86 0.47 Control Delay 93.7 16.4 30.5 6.1 42.3 4.5 Queue Delay 0.0 0.0 1.8 0.4 53.4 0.6 Total Delay 93.7 16.4 32.3 6.5 95.7 5.1 Queue Length 50th (ft) ~180 41 137 0 173 0 Queue Length 95th (ft) m#281 m70 m191 m14 #337 55 Internal Link Dist (ft) 481 191 836 Turn Bay Length (ft) 480 Base Capacity (vph) 316 1621 743 509 484 777 Starvation Cap Reductn 0 0 71 68 0 0 Spillback Cap Reductn 0 0 0 0 130 157 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 1.05 0.18 0.84 0.52 1.11 0.58 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. 442 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2034 Total Fruit Hill Property Synchro 11 Report Weekday PM - 2034 Total Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 298 261 0 0 509 205 262 2 413 0 0 0 Future Volume (vph) 298 261 0 0 509 205 262 2 413 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 Frt 1.00 1.00 1.00 0.85 0.96 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.96 1.00 Satd. Flow (prot) 1399 3471 3539 1568 1280 1504 Flt Permitted 0.22 1.00 1.00 1.00 0.96 1.00 Satd. Flow (perm) 323 3471 3539 1568 1280 1504 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 331 290 0 0 566 228 291 2 459 0 0 0 RTOR Reduction (vph) 0 0 0 0 0 180 0 16 234 0 0 0 Lane Group Flow (vph) 331 290 0 0 566 48 0 378 124 0 0 0 Heavy Vehicles (%) 29% 4% 0% 0% 2% 3% 41% 0% 2% 0% 0% 0% Turn Type pm+pt NA NA Perm Perm NA Perm Protected Phases 5 2 6 4 Permitted Phases 2 6 4 4 Actuated Green, G (s) 37.4 37.4 16.8 16.8 27.7 27.7 Effective Green, g (s) 37.4 37.4 16.8 16.8 27.7 27.7 Actuated g/C Ratio 0.47 0.47 0.21 0.21 0.35 0.35 Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7 Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0 Lane Grp Cap (vph) 317 1622 743 329 443 520 v/s Ratio Prot c0.16 0.08 0.16 v/s Ratio Perm c0.33 0.03 0.30 0.08 v/c Ratio 1.04 0.18 0.76 0.15 0.85 0.24 Uniform Delay, d1 16.7 12.4 29.7 25.8 24.3 18.6 Progression Factor 2.25 1.24 0.81 0.89 1.00 1.00 Incremental Delay, d2 56.0 0.2 5.7 0.7 16.0 0.5 Delay (s) 93.5 15.6 29.9 23.6 40.3 19.1 Level of Service F B C C D B Approach Delay (s) 57.1 28.1 30.2 0.0 Approach LOS E C C A Intersection Summary HCM 2000 Control Delay 37.1 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 1.02 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1 Intersection Capacity Utilization 72.9% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 443 Queues Fruit Hill Property 4: US 11 & Rest Church Rd Weekday PM - 2034 Total Fruit Hill Property Synchro 11 Report Weekday PM - 2034 Total Page 6 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 467 299 26 280 157 202 461 13 88 203 330 v/c Ratio 1.33 0.24 0.16 0.55 0.29 0.83 0.95 0.02 0.47 0.59 0.58 Control Delay 195.5 10.9 36.2 36.1 1.4 62.2 65.4 0.1 42.8 37.8 7.8 Queue Delay 1.1 0.0 0.0 0.4 0.0 0.9 0.0 0.0 0.0 0.0 0.1 Total Delay 196.6 10.9 36.2 36.5 1.4 63.1 65.4 0.1 42.8 37.8 7.9 Queue Length 50th (ft) ~306 14 12 69 0 100 ~273 0 42 94 0 Queue Length 95th (ft) m#450 m15 35 105 0 #204 #435 0 85 157 56 Internal Link Dist (ft) 191 394 1365 966 Turn Bay Length (ft) 250 150 280 240 290 Base Capacity (vph) 351 1261 162 511 535 244 484 626 188 344 569 Starvation Cap Reductn 32 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 37 0 4 0 0 0 0 9 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.46 0.24 0.16 0.59 0.29 0.84 0.95 0.02 0.47 0.59 0.59 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. 444 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 4: US 11 & Rest Church Rd Weekday PM - 2034 Total Fruit Hill Property Synchro 11 Report Weekday PM - 2034 Total Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 411 144 119 23 246 138 178 406 11 77 179 290 Future Volume (vph) 411 144 119 23 246 138 178 406 11 77 179 290 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 7.1 5.5 6.8 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.93 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 3253 1805 3471 1615 1719 1881 1455 1770 1863 1583 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 3253 1805 3471 1615 1719 1881 1455 1770 1863 1583 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 467 164 135 26 280 157 202 461 12 88 203 330 RTOR Reduction (vph) 0 96 0 0 0 126 0 0 10 0 0 262 Lane Group Flow (vph) 467 203 0 26 280 31 202 461 3 88 203 68 Heavy Vehicles (%) 2% 3% 4% 0% 4% 0% 5% 1% 11% 2% 2% 2% Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 3 8 7 4 5 2 1 6 Permitted Phases 4 2 6 Actuated Green, G (s) 10.1 23.1 2.9 15.9 15.9 11.4 20.6 20.6 6.8 16.5 16.5 Effective Green, g (s) 10.1 23.1 2.9 15.9 15.9 11.4 20.6 20.6 6.8 16.5 16.5 Actuated g/C Ratio 0.13 0.29 0.04 0.20 0.20 0.14 0.26 0.26 0.08 0.21 0.21 Clearance Time (s) 7.1 5.5 6.8 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0 Lane Grp Cap (vph) 223 939 65 689 320 244 484 374 150 384 326 v/s Ratio Prot c0.26 0.06 0.01 c0.08 c0.12 c0.25 0.05 0.11 v/s Ratio Perm 0.02 0.00 0.04 v/c Ratio 2.09 0.22 0.40 0.41 0.10 0.83 0.95 0.01 0.59 0.53 0.21 Uniform Delay, d1 35.0 21.6 37.7 27.9 26.2 33.3 29.2 22.1 35.2 28.3 26.3 Progression Factor 1.02 0.92 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 506.1 0.5 8.2 0.8 0.3 20.9 29.7 0.0 6.8 2.5 0.7 Delay (s) 541.8 20.5 45.9 28.8 26.5 54.2 58.9 22.1 42.0 30.8 27.0 Level of Service F C D C C D E C D C C Approach Delay (s) 338.3 28.9 56.8 30.4 Approach LOS F C E C Intersection Summary HCM 2000 Control Delay 130.6 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.06 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 26.6 Intersection Capacity Utilization 78.4% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group 445 Queuing and Blocking Report Fruit Hill Property Weekday PM - 2034 Total Weekday PM - 2034 Total Fruit Hill Property SimTraffic Report Weekday PM - 2034 Total Page 1 Intersection: 2: I-81 SB Ramps & Rest Church Rd Movement EB EB EB B14 B14 WB WB WB SB SB Directions Served T T TR T T L T T LT R Maximum Queue (ft) 237 186 249 4 8 347 470 166 175 167 Average Queue (ft) 124 84 134 0 0 203 142 16 84 72 95th Queue (ft) 210 150 215 4 8 315 303 92 150 124 Link Distance (ft) 227 227 227 396 396 504 504 504 878 Upstream Blk Time (%) 0 0 1 0 Queuing Penalty (veh) 1 0 1 0 Storage Bay Dist (ft) 640 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: I-81 NB Ramps & Rest Church Rd Movement EB EB EB WB WB WB NB NB Directions Served L T T T T R LTR R Maximum Queue (ft) 376 226 240 229 216 132 928 480 Average Queue (ft) 205 69 79 152 132 51 884 456 95th Queue (ft) 338 183 191 231 220 93 1027 590 Link Distance (ft) 504 504 504 198 198 198 865 Upstream Blk Time (%) 0 0 0 3 1 0 77 Queuing Penalty (veh) 0 0 0 6 4 0 0 Storage Bay Dist (ft) 480 Storage Blk Time (%) 71 4 Queuing Penalty (veh) 146 19 446 Queuing and Blocking Report Fruit Hill Property Weekday PM - 2034 Total Weekday PM - 2034 Total Fruit Hill Property SimTraffic Report Weekday PM - 2034 Total Page 2 Intersection: 4: US 11 & Rest Church Rd Movement EB EB EB WB WB WB WB NB NB NB SB SB Directions Served L T TR L T T R L T R L T Maximum Queue (ft) 247 242 251 58 189 201 115 150 1017 254 115 170 Average Queue (ft) 217 198 163 19 79 95 55 136 547 22 48 83 95th Queue (ft) 243 256 279 49 155 171 98 180 1172 134 94 146 Link Distance (ft) 198 198 198 427 427 427 1393 980 Upstream Blk Time (%) 61 27 12 4 Queuing Penalty (veh) 137 60 27 0 Storage Bay Dist (ft) 250 150 280 240 Storage Blk Time (%) 0 15 40 0 Queuing Penalty (veh) 0 65 77 0 Intersection: 4: US 11 & Rest Church Rd Movement SB Directions Served R Maximum Queue (ft) 146 Average Queue (ft) 60 95th Queue (ft) 112 Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 290 Storage Blk Time (%) Queuing Penalty (veh) Zone Summary Zone wide Queuing Penalty: 543 447 Appendix O Year 2034 Total Traffic Conditions – Mitigation Scenario Operational Worksheets 448 Queues Fruit Hill Property 2: I-81 SB Ramps & Rest Church Rd Weekday AM - 2034 Total - Mitigation Strategy #1 Fruit Hill Property Synchro 11 Report Weekday AM - 2034 Total - Mitigation Strategy #1 Page 1 Lane Group EBT WBL WBT SBT SBR Lane Group Flow (vph) 531 447 344 239 317 v/c Ratio 0.50 0.83 0.21 0.71 0.64 Control Delay 14.6 53.5 5.7 42.0 10.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 14.6 53.5 5.7 42.0 10.3 Queue Length 50th (ft) 39 238 23 110 0 Queue Length 95th (ft) 72 #335 55 183 68 Internal Link Dist (ft) 202 481 849 Turn Bay Length (ft) 640 Base Capacity (vph) 1070 600 1625 366 507 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.50 0.74 0.21 0.65 0.63 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 449 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 2: I-81 SB Ramps & Rest Church Rd Weekday AM - 2034 Total - Mitigation Strategy #1 Fruit Hill Property Synchro 11 Report Weekday AM - 2034 Total - Mitigation Strategy #1 Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 223 249 398 306 0 0 0 0 211 2 282 Future Volume (vph) 0 223 249 398 306 0 0 0 0 211 2 282 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.1 6.2 8.0 8.0 Lane Util. Factor 0.91 1.00 0.95 1.00 1.00 Frt 0.92 1.00 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3476 1787 2597 1725 1214 Flt Permitted 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 3476 1787 2597 1725 1214 Peak-hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Adj. Flow (vph) 0 251 280 447 344 0 0 0 0 237 2 317 RTOR Reduction (vph) 0 211 0 0 0 0 0 0 0 0 0 255 Lane Group Flow (vph) 0 320 0 447 344 0 0 0 0 0 239 62 Heavy Vehicles (%) 0% 39% 36% 1% 39% 0% 0% 0% 0% 5% 0% 33% Turn Type NA Prot NA Split NA Perm Protected Phases 2 1 6 3 3 Permitted Phases 3 Actuated Green, G (s) 19.8 24.2 50.1 15.7 15.7 Effective Green, g (s) 19.8 24.2 50.1 15.7 15.7 Actuated g/C Ratio 0.25 0.30 0.63 0.20 0.20 Clearance Time (s) 6.2 6.1 6.2 8.0 8.0 Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0 Lane Grp Cap (vph) 860 540 1626 338 238 v/s Ratio Prot c0.09 c0.25 0.13 c0.14 v/s Ratio Perm 0.05 v/c Ratio 0.37 0.83 0.21 0.71 0.26 Uniform Delay, d1 25.0 26.0 6.4 30.0 27.2 Progression Factor 1.00 1.57 0.79 1.00 1.00 Incremental Delay, d2 1.2 9.9 0.3 7.1 0.8 Delay (s) 26.2 50.7 5.4 37.1 28.0 Level of Service C D A D C Approach Delay (s) 26.2 31.0 0.0 31.9 Approach LOS C C A C Intersection Summary HCM 2000 Control Delay 29.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.64 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3 Intersection Capacity Utilization 62.4% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 450 Queues Fruit Hill Property 3: I-81 NB Ramps & Rest Church Rd Weekday AM - 2034 Total - Mitigation Strategy #1 Fruit Hill Property Synchro 11 Report Weekday AM - 2034 Total - Mitigation Strategy #1 Page 3 Lane Group EBL EBT WBT WBR NBT NBR Lane Group Flow (vph) 161 278 493 130 284 262 v/c Ratio 0.44 0.13 0.40 0.20 0.73 0.50 Control Delay 19.9 13.3 23.8 6.3 21.5 6.6 Queue Delay 0.0 0.0 0.5 0.0 0.0 0.0 Total Delay 19.9 13.3 24.3 6.3 21.5 6.6 Queue Length 50th (ft) 66 55 93 0 46 0 Queue Length 95th (ft) m128 103 170 m9 125 53 Internal Link Dist (ft) 481 191 609 Turn Bay Length (ft) 480 Base Capacity (vph) 389 2060 1231 655 476 635 Starvation Cap Reductn 0 0 360 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.41 0.13 0.57 0.20 0.60 0.41 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. 451 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 3: I-81 NB Ramps & Rest Church Rd Weekday AM - 2034 Total - Mitigation Strategy #1 Fruit Hill Property Synchro 11 Report Weekday AM - 2034 Total - Mitigation Strategy #1 Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 159 275 0 0 488 129 216 0 325 0 0 0 Future Volume (vph) 159 275 0 0 488 129 216 0 325 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 Frt 1.00 1.00 1.00 0.85 0.97 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.96 1.00 Satd. Flow (prot) 1165 3438 3505 1568 1149 1490 Flt Permitted 0.36 1.00 1.00 1.00 0.96 1.00 Satd. Flow (perm) 439 3438 3505 1568 1149 1490 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 161 278 0 0 493 130 218 0 328 0 0 0 RTOR Reduction (vph) 0 0 0 0 0 84 0 144 206 0 0 0 Lane Group Flow (vph) 161 278 0 0 493 46 0 140 56 0 0 0 Heavy Vehicles (%) 55% 5% 0% 0% 3% 3% 59% 0% 3% 0% 0% 0% Turn Type pm+pt NA NA Perm Perm NA Perm Protected Phases 5 2 6 4 Permitted Phases 2 6 4 4 Actuated Green, G (s) 48.0 48.0 28.1 28.1 17.1 17.1 Effective Green, g (s) 48.0 48.0 28.1 28.1 17.1 17.1 Actuated g/C Ratio 0.60 0.60 0.35 0.35 0.21 0.21 Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7 Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0 Lane Grp Cap (vph) 369 2062 1231 550 245 318 v/s Ratio Prot c0.06 0.08 0.14 v/s Ratio Perm c0.20 0.03 0.12 0.04 v/c Ratio 0.44 0.13 0.40 0.08 0.57 0.18 Uniform Delay, d1 8.1 7.0 19.6 17.3 28.2 25.7 Progression Factor 1.80 1.60 1.04 2.05 1.00 1.00 Incremental Delay, d2 0.9 0.1 0.8 0.3 5.1 0.6 Delay (s) 15.5 11.3 21.3 35.9 33.2 26.3 Level of Service B B C D C C Approach Delay (s) 12.8 24.3 29.9 0.0 Approach LOS B C C A Intersection Summary HCM 2000 Control Delay 23.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.51 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1 Intersection Capacity Utilization 62.4% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 452 Queues Fruit Hill Property 4: US 11 & Rest Church Rd Weekday AM - 2034 Total - Mitigation Strategy #1 Fruit Hill Property Synchro 11 Report Weekday AM - 2034 Total - Mitigation Strategy #1 Page 5 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 114 545 18 140 49 93 78 22 163 286 445 v/c Ratio 0.37 0.78 0.10 0.40 0.14 0.51 0.18 0.04 0.58 0.53 0.57 Control Delay 29.4 19.6 34.2 37.5 0.8 43.7 27.7 0.1 39.5 28.9 5.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.4 0.0 0.0 0.0 0.0 0.0 Total Delay 29.4 19.6 34.2 37.5 0.8 44.1 27.7 0.1 39.5 28.9 5.9 Queue Length 50th (ft) 51 36 8 35 0 44 32 0 75 123 0 Queue Length 95th (ft) m96 53 28 63 0 90 70 0 133 200 68 Internal Link Dist (ft) 191 394 920 966 Turn Bay Length (ft) 250 150 280 240 290 Base Capacity (vph) 325 737 180 350 361 189 440 541 328 539 775 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 9 0 0 0 0 6 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.35 0.74 0.10 0.40 0.14 0.52 0.18 0.04 0.50 0.53 0.58 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. 453 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 4: US 11 & Rest Church Rd Weekday AM - 2034 Total - Mitigation Strategy #1 Fruit Hill Property Synchro 11 Report Weekday AM - 2034 Total - Mitigation Strategy #1 Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 116 293 191 16 127 45 85 71 20 148 260 405 Future Volume (vph) 116 293 191 16 127 45 85 71 20 148 260 405 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Lane Util. Factor 0.91 0.91 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.94 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1579 3063 1805 3505 1615 1612 1863 1615 1787 1881 1599 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1579 3063 1805 3505 1615 1612 1863 1615 1787 1881 1599 Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 127 322 210 18 140 49 93 78 22 163 286 445 RTOR Reduction (vph) 0 108 0 0 0 44 0 0 17 0 0 318 Lane Group Flow (vph) 114 437 0 18 140 5 93 78 5 163 286 127 Heavy Vehicles (%) 4% 0% 16% 0% 3% 0% 12% 2% 0% 1% 1% 1% Turn Type Split NA Split NA Perm Prot NA Perm Prot NA Perm Protected Phases 8 8 4 4 5 2 1 6 Permitted Phases 4 2 6 Actuated Green, G (s) 15.5 15.5 8.0 8.0 8.0 9.1 18.9 18.9 12.6 22.9 22.9 Effective Green, g (s) 15.5 15.5 8.0 8.0 8.0 9.1 18.9 18.9 12.6 22.9 22.9 Actuated g/C Ratio 0.19 0.19 0.10 0.10 0.10 0.11 0.24 0.24 0.16 0.29 0.29 Clearance Time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0 Lane Grp Cap (vph) 305 593 180 350 161 183 440 381 281 538 457 v/s Ratio Prot 0.07 c0.14 0.01 c0.04 0.06 0.04 c0.09 c0.15 v/s Ratio Perm 0.00 0.00 0.08 v/c Ratio 0.37 0.74 0.10 0.40 0.03 0.51 0.18 0.01 0.58 0.53 0.28 Uniform Delay, d1 28.0 30.3 32.7 33.8 32.5 33.3 24.4 23.4 31.2 24.0 22.1 Progression Factor 0.93 0.50 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.0 5.0 0.5 1.6 0.2 3.0 0.9 0.1 3.6 3.7 1.5 Delay (s) 27.1 20.1 33.2 35.3 32.7 36.4 25.2 23.5 34.8 27.8 23.7 Level of Service C C C D C D C C C C C Approach Delay (s) 21.3 34.5 30.4 27.0 Approach LOS C C C C Intersection Summary HCM 2000 Control Delay 26.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.62 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 25.0 Intersection Capacity Utilization 59.2% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 454 Queuing and Blocking Report Fruit Hill Property Weekday AM - 2034 Total - Mitigation Strategy #1 Weekday AM - 2034 Total - Mitigation Strategy #1 Fruit Hill Property SimTraffic Report Weekday AM - 2034 Total - Mitigation Strategy #1 Page 1 Intersection: 2: I-81 SB Ramps & Rest Church Rd Movement EB EB EB WB WB WB SB SB Directions Served T T TR L T T LT R Maximum Queue (ft) 186 137 232 341 245 88 226 164 Average Queue (ft) 83 53 113 206 78 6 114 72 95th Queue (ft) 162 102 190 303 172 44 191 127 Link Distance (ft) 227 227 227 503 503 503 878 Upstream Blk Time (%) 0 0 0 Queuing Penalty (veh) 0 0 0 Storage Bay Dist (ft) 640 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: I-81 NB Ramps & Rest Church Rd Movement EB EB EB WB WB WB NB NB Directions Served L T T T T R LTR R Maximum Queue (ft) 263 118 139 203 206 91 463 382 Average Queue (ft) 131 43 74 126 105 41 239 154 95th Queue (ft) 236 91 122 193 191 74 394 317 Link Distance (ft) 503 503 503 195 195 195 638 Upstream Blk Time (%) 1 1 0 Queuing Penalty (veh) 1 1 0 Storage Bay Dist (ft) 480 Storage Blk Time (%) 0 0 Queuing Penalty (veh) 0 0 455 Queuing and Blocking Report Fruit Hill Property Weekday AM - 2034 Total - Mitigation Strategy #1 Weekday AM - 2034 Total - Mitigation Strategy #1 Fruit Hill Property SimTraffic Report Weekday AM - 2034 Total - Mitigation Strategy #1 Page 2 Intersection: 4: US 11 & Rest Church Rd Movement EB EB EB WB WB WB WB NB NB NB SB SB Directions Served L LT TR L T T R L T R L T Maximum Queue (ft) 171 185 208 34 103 104 48 136 142 24 171 203 Average Queue (ft) 65 92 113 10 38 42 24 60 34 6 79 102 95th Queue (ft) 132 158 186 30 81 89 47 116 95 20 140 174 Link Distance (ft) 195 195 195 415 415 415 945 977 Upstream Blk Time (%) 0 0 1 Queuing Penalty (veh) 0 0 1 Storage Bay Dist (ft) 250 150 280 240 Storage Blk Time (%) 1 0 0 0 Queuing Penalty (veh) 1 0 0 0 Intersection: 4: US 11 & Rest Church Rd Movement SB Directions Served R Maximum Queue (ft) 140 Average Queue (ft) 58 95th Queue (ft) 110 Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 290 Storage Blk Time (%) 0 Queuing Penalty (veh) 0 Zone Summary Zone wide Queuing Penalty: 6 456 Queues Fruit Hill Property 2: I-81 SB Ramps & Rest Church Rd Weekday AM - 2034 Total - Mitigation Strategy #2 Fruit Hill Property Synchro 11 Report Weekday AM - 2034 Total - Mitigation Strategy #2 Page 1 Lane Group EBT WBL WBT SBT SBR Lane Group Flow (vph) 531 447 344 239 317 v/c Ratio 0.50 0.83 0.21 0.71 0.64 Control Delay 14.6 46.5 9.0 42.0 10.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 14.6 46.5 9.0 42.0 10.3 Queue Length 50th (ft) 39 245 32 110 0 Queue Length 95th (ft) 72 #337 77 183 68 Internal Link Dist (ft) 202 481 849 Turn Bay Length (ft) 640 Base Capacity (vph) 1070 600 1625 366 507 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.50 0.74 0.21 0.65 0.63 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 457 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 2: I-81 SB Ramps & Rest Church Rd Weekday AM - 2034 Total - Mitigation Strategy #2 Fruit Hill Property Synchro 11 Report Weekday AM - 2034 Total - Mitigation Strategy #2 Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 223 249 398 306 0 0 0 0 211 2 282 Future Volume (vph) 0 223 249 398 306 0 0 0 0 211 2 282 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.1 6.2 8.0 8.0 Lane Util. Factor 0.91 1.00 0.95 1.00 1.00 Frt 0.92 1.00 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3476 1787 2597 1725 1214 Flt Permitted 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 3476 1787 2597 1725 1214 Peak-hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Adj. Flow (vph) 0 251 280 447 344 0 0 0 0 237 2 317 RTOR Reduction (vph) 0 211 0 0 0 0 0 0 0 0 0 255 Lane Group Flow (vph) 0 320 0 447 344 0 0 0 0 0 239 62 Heavy Vehicles (%) 0% 39% 36% 1% 39% 0% 0% 0% 0% 5% 0% 33% Turn Type NA Prot NA Split NA Perm Protected Phases 2 1 6 3 3 Permitted Phases 3 Actuated Green, G (s) 19.8 24.2 50.1 15.7 15.7 Effective Green, g (s) 19.8 24.2 50.1 15.7 15.7 Actuated g/C Ratio 0.25 0.30 0.63 0.20 0.20 Clearance Time (s) 6.2 6.1 6.2 8.0 8.0 Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0 Lane Grp Cap (vph) 860 540 1626 338 238 v/s Ratio Prot c0.09 c0.25 0.13 c0.14 v/s Ratio Perm 0.05 v/c Ratio 0.37 0.83 0.21 0.71 0.26 Uniform Delay, d1 25.0 26.0 6.4 30.0 27.2 Progression Factor 1.00 1.31 1.28 1.00 1.00 Incremental Delay, d2 1.2 9.6 0.3 7.1 0.8 Delay (s) 26.2 43.7 8.5 37.1 28.0 Level of Service C D A D C Approach Delay (s) 26.2 28.4 0.0 31.9 Approach LOS C C A C Intersection Summary HCM 2000 Control Delay 28.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.64 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3 Intersection Capacity Utilization 62.1% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 458 Queues Fruit Hill Property 3: I-81 NB Ramps & Rest Church Rd Weekday AM - 2034 Total - Mitigation Strategy #2 Fruit Hill Property Synchro 11 Report Weekday AM - 2034 Total - Mitigation Strategy #2 Page 3 Lane Group EBL EBT WBT WBR NBL NBT NBR Lane Group Flow (vph) 161 278 493 130 218 164 164 v/c Ratio 0.49 0.15 0.47 0.22 0.72 0.21 0.21 Control Delay 23.1 14.4 26.0 5.5 39.7 0.6 0.6 Queue Delay 0.0 0.0 0.3 0.0 0.0 0.0 0.0 Total Delay 23.1 14.4 26.4 5.5 39.7 0.6 0.6 Queue Length 50th (ft) 60 52 123 0 95 0 0 Queue Length 95th (ft) m118 90 166 m0 166 0 0 Internal Link Dist (ft) 481 191 609 Turn Bay Length (ft) 300 480 Base Capacity (vph) 343 1875 1048 582 358 834 834 Starvation Cap Reductn 0 0 177 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.47 0.15 0.57 0.22 0.61 0.20 0.20 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. 459 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 3: I-81 NB Ramps & Rest Church Rd Weekday AM - 2034 Total - Mitigation Strategy #2 Fruit Hill Property Synchro 11 Report Weekday AM - 2034 Total - Mitigation Strategy #2 Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 159 275 0 0 488 129 216 0 325 0 0 0 Future Volume (vph) 159 275 0 0 488 129 216 0 325 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7 6.7 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 0.95 0.95 Frt 1.00 1.00 1.00 0.85 1.00 0.85 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1165 3438 3505 1568 1135 1490 1490 Flt Permitted 0.33 1.00 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 408 3438 3505 1568 1135 1490 1490 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 161 278 0 0 493 130 218 0 328 0 0 0 RTOR Reduction (vph) 0 0 0 0 0 91 0 120 120 0 0 0 Lane Group Flow (vph) 161 278 0 0 493 39 218 44 44 0 0 0 Heavy Vehicles (%) 55% 5% 0% 0% 3% 3% 59% 0% 3% 0% 0% 0% Turn Type pm+pt NA NA Perm Perm NA Perm Protected Phases 5 2 6 4 Permitted Phases 2 6 4 4 Actuated Green, G (s) 43.6 43.6 23.9 23.9 21.5 21.5 21.5 Effective Green, g (s) 43.6 43.6 23.9 23.9 21.5 21.5 21.5 Actuated g/C Ratio 0.55 0.55 0.30 0.30 0.27 0.27 0.27 Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7 6.7 Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Grp Cap (vph) 331 1873 1047 468 305 400 400 v/s Ratio Prot c0.07 0.08 0.14 0.03 v/s Ratio Perm c0.20 0.02 c0.19 0.03 v/c Ratio 0.49 0.15 0.47 0.08 0.71 0.11 0.11 Uniform Delay, d1 10.4 9.0 22.9 20.2 26.5 22.0 22.0 Progression Factor 1.69 1.43 1.00 1.72 1.00 1.00 1.00 Incremental Delay, d2 1.3 0.1 1.3 0.3 9.5 0.3 0.3 Delay (s) 18.8 13.0 24.2 34.9 36.0 22.3 22.3 Level of Service B B C C D C C Approach Delay (s) 15.1 26.4 27.8 0.0 Approach LOS B C C A Intersection Summary HCM 2000 Control Delay 23.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.61 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1 Intersection Capacity Utilization 62.1% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 460 Queues Fruit Hill Property 4: US 11 & Rest Church Rd Weekday AM - 2034 Total - Mitigation Strategy #2 Fruit Hill Property Synchro 11 Report Weekday AM - 2034 Total - Mitigation Strategy #2 Page 5 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 114 545 18 140 49 93 78 22 163 286 445 v/c Ratio 0.37 0.78 0.10 0.40 0.14 0.51 0.18 0.04 0.58 0.53 0.57 Control Delay 31.3 32.4 34.2 37.5 0.8 43.7 27.7 0.1 39.5 28.9 5.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 31.3 32.4 34.2 37.5 0.8 43.7 27.7 0.1 39.5 28.9 5.9 Queue Length 50th (ft) 50 67 8 35 0 44 32 0 75 123 0 Queue Length 95th (ft) 89 119 28 63 0 90 70 0 133 200 68 Internal Link Dist (ft) 191 394 920 966 Turn Bay Length (ft) 250 150 280 240 290 Base Capacity (vph) 325 737 180 350 361 189 440 541 328 539 775 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.35 0.74 0.10 0.40 0.14 0.49 0.18 0.04 0.50 0.53 0.57 Intersection Summary 461 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 4: US 11 & Rest Church Rd Weekday AM - 2034 Total - Mitigation Strategy #2 Fruit Hill Property Synchro 11 Report Weekday AM - 2034 Total - Mitigation Strategy #2 Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 116 293 191 16 127 45 85 71 20 148 260 405 Future Volume (vph) 116 293 191 16 127 45 85 71 20 148 260 405 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Lane Util. Factor 0.91 0.91 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.94 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1579 3063 1805 3505 1615 1612 1863 1615 1787 1881 1599 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1579 3063 1805 3505 1615 1612 1863 1615 1787 1881 1599 Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 127 322 210 18 140 49 93 78 22 163 286 445 RTOR Reduction (vph) 0 108 0 0 0 44 0 0 17 0 0 318 Lane Group Flow (vph) 114 437 0 18 140 5 93 78 5 163 286 127 Heavy Vehicles (%) 4% 0% 16% 0% 3% 0% 12% 2% 0% 1% 1% 1% Turn Type Split NA Split NA Perm Prot NA Perm Prot NA Perm Protected Phases 8 8 4 4 5 2 1 6 Permitted Phases 4 2 6 Actuated Green, G (s) 15.5 15.5 8.0 8.0 8.0 9.1 18.9 18.9 12.6 22.9 22.9 Effective Green, g (s) 15.5 15.5 8.0 8.0 8.0 9.1 18.9 18.9 12.6 22.9 22.9 Actuated g/C Ratio 0.19 0.19 0.10 0.10 0.10 0.11 0.24 0.24 0.16 0.29 0.29 Clearance Time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0 Lane Grp Cap (vph) 305 593 180 350 161 183 440 381 281 538 457 v/s Ratio Prot 0.07 c0.14 0.01 c0.04 0.06 0.04 c0.09 c0.15 v/s Ratio Perm 0.00 0.00 0.08 v/c Ratio 0.37 0.74 0.10 0.40 0.03 0.51 0.18 0.01 0.58 0.53 0.28 Uniform Delay, d1 28.0 30.3 32.7 33.8 32.5 33.3 24.4 23.4 31.2 24.0 22.1 Progression Factor 0.99 1.05 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.0 5.0 0.5 1.6 0.2 3.0 0.9 0.1 3.6 3.7 1.5 Delay (s) 28.9 36.9 33.2 35.3 32.7 36.4 25.2 23.5 34.8 27.8 23.7 Level of Service C D C D C D C C C C C Approach Delay (s) 35.5 34.5 30.4 27.0 Approach LOS D C C C Intersection Summary HCM 2000 Control Delay 31.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.62 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 25.0 Intersection Capacity Utilization 59.2% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 462 Queuing and Blocking Report Fruit Hill Property Weekday AM - 2034 Total - Mitigation Strategy #2 Weekday AM - 2034 Total - Mitigation Strategy #2 Fruit Hill Property SimTraffic Report Weekday AM - 2034 Total - Mitigation Strategy #2 Page 1 Intersection: 2: I-81 SB Ramps & Rest Church Rd Movement EB EB EB WB WB WB SB SB Directions Served T T TR L T T LT R Maximum Queue (ft) 214 164 241 332 228 114 222 160 Average Queue (ft) 92 54 113 205 74 7 116 74 95th Queue (ft) 177 110 194 299 170 50 189 127 Link Distance (ft) 227 227 227 496 496 496 878 Upstream Blk Time (%) 0 0 0 Queuing Penalty (veh) 0 0 0 Storage Bay Dist (ft) 640 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: I-81 NB Ramps & Rest Church Rd Movement EB EB EB WB WB WB NB NB NB Directions Served L T T T T R L TR R Maximum Queue (ft) 269 118 139 210 210 84 296 384 201 Average Queue (ft) 125 36 72 124 99 40 180 70 44 95th Queue (ft) 226 86 122 195 188 71 288 206 122 Link Distance (ft) 496 496 496 190 190 190 638 Upstream Blk Time (%) 1 1 Queuing Penalty (veh) 2 2 Storage Bay Dist (ft) 300 480 Storage Blk Time (%) 0 0 Queuing Penalty (veh) 1 0 463 Queuing and Blocking Report Fruit Hill Property Weekday AM - 2034 Total - Mitigation Strategy #2 Weekday AM - 2034 Total - Mitigation Strategy #2 Fruit Hill Property SimTraffic Report Weekday AM - 2034 Total - Mitigation Strategy #2 Page 2 Intersection: 4: US 11 & Rest Church Rd Movement EB EB EB WB WB WB WB NB NB NB SB SB Directions Served L LT TR L T T R L T R L T Maximum Queue (ft) 195 192 209 40 88 102 46 133 124 26 165 186 Average Queue (ft) 91 104 126 10 37 42 22 62 34 5 78 99 95th Queue (ft) 168 169 191 31 76 85 46 118 84 20 137 165 Link Distance (ft) 190 190 190 415 415 415 945 977 Upstream Blk Time (%) 0 0 2 Queuing Penalty (veh) 1 0 3 Storage Bay Dist (ft) 250 150 280 240 Storage Blk Time (%) 0 0 Queuing Penalty (veh) 0 0 Intersection: 4: US 11 & Rest Church Rd Movement SB Directions Served R Maximum Queue (ft) 148 Average Queue (ft) 60 95th Queue (ft) 111 Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 290 Storage Blk Time (%) Queuing Penalty (veh) Zone Summary Zone wide Queuing Penalty: 11 464 Queues Fruit Hill Property 2: I-81 SB Ramps & Rest Church Rd Weekday AM - 2034 Total - Mitigation Strategy #3 Fruit Hill Property Synchro 11 Report Weekday AM - 2034 Total - Mitigation Strategy #3 Page 1 Lane Group EBT WBL WBT SBT SBR Lane Group Flow (vph) 531 447 344 239 317 v/c Ratio 0.50 0.83 0.21 0.71 0.64 Control Delay 14.6 48.2 7.9 42.0 10.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 14.6 48.2 7.9 42.0 10.3 Queue Length 50th (ft) 39 245 29 110 0 Queue Length 95th (ft) 72 #336 85 183 68 Internal Link Dist (ft) 202 481 849 Turn Bay Length (ft) 640 Base Capacity (vph) 1070 600 1625 366 507 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.50 0.74 0.21 0.65 0.63 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 465 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 2: I-81 SB Ramps & Rest Church Rd Weekday AM - 2034 Total - Mitigation Strategy #3 Fruit Hill Property Synchro 11 Report Weekday AM - 2034 Total - Mitigation Strategy #3 Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 223 249 398 306 0 0 0 0 211 2 282 Future Volume (vph) 0 223 249 398 306 0 0 0 0 211 2 282 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.1 6.2 8.0 8.0 Lane Util. Factor 0.91 1.00 0.95 1.00 1.00 Frt 0.92 1.00 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3476 1787 2597 1725 1214 Flt Permitted 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 3476 1787 2597 1725 1214 Peak-hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Adj. Flow (vph) 0 251 280 447 344 0 0 0 0 237 2 317 RTOR Reduction (vph) 0 211 0 0 0 0 0 0 0 0 0 255 Lane Group Flow (vph) 0 320 0 447 344 0 0 0 0 0 239 62 Heavy Vehicles (%) 0% 39% 36% 1% 39% 0% 0% 0% 0% 5% 0% 33% Turn Type NA Prot NA Split NA Perm Protected Phases 2 1 6 3 3 Permitted Phases 3 Actuated Green, G (s) 19.8 24.2 50.1 15.7 15.7 Effective Green, g (s) 19.8 24.2 50.1 15.7 15.7 Actuated g/C Ratio 0.25 0.30 0.63 0.20 0.20 Clearance Time (s) 6.2 6.1 6.2 8.0 8.0 Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0 Lane Grp Cap (vph) 860 540 1626 338 238 v/s Ratio Prot c0.09 c0.25 0.13 c0.14 v/s Ratio Perm 0.05 v/c Ratio 0.37 0.83 0.21 0.71 0.26 Uniform Delay, d1 25.0 26.0 6.4 30.0 27.2 Progression Factor 1.00 1.35 1.11 1.00 1.00 Incremental Delay, d2 1.2 10.1 0.3 7.1 0.8 Delay (s) 26.2 45.2 7.5 37.1 28.0 Level of Service C D A D C Approach Delay (s) 26.2 28.8 0.0 31.9 Approach LOS C C A C Intersection Summary HCM 2000 Control Delay 29.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.64 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3 Intersection Capacity Utilization 62.4% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 466 Queues Fruit Hill Property 3: I-81 NB Ramps & Rest Church Rd Weekday AM - 2034 Total - Mitigation Strategy #3 Fruit Hill Property Synchro 11 Report Weekday AM - 2034 Total - Mitigation Strategy #3 Page 3 Lane Group EBL EBT WBT WBR NBL NBT NBR Lane Group Flow (vph) 161 278 493 130 109 109 328 v/c Ratio 0.42 0.13 0.39 0.19 0.51 0.51 0.57 Control Delay 16.5 10.2 21.4 4.3 36.6 36.6 7.6 Queue Delay 0.0 0.0 0.5 0.0 0.0 0.0 0.0 Total Delay 16.5 10.2 21.8 4.3 36.6 36.6 7.6 Queue Length 50th (ft) 55 49 92 0 50 50 0 Queue Length 95th (ft) m106 77 146 m0 98 98 62 Internal Link Dist (ft) 481 191 609 Turn Bay Length (ft) 300 480 Base Capacity (vph) 417 2119 1278 674 260 260 627 Starvation Cap Reductn 0 0 378 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.39 0.13 0.55 0.19 0.42 0.42 0.52 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. 467 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 3: I-81 NB Ramps & Rest Church Rd Weekday AM - 2034 Total - Mitigation Strategy #3 Fruit Hill Property Synchro 11 Report Weekday AM - 2034 Total - Mitigation Strategy #3 Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 159 275 0 0 488 129 216 0 325 0 0 0 Future Volume (vph) 159 275 0 0 488 129 216 0 325 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7 6.7 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 Frt 1.00 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.95 0.95 1.00 Satd. Flow (prot) 1165 3438 3505 1568 1078 1078 1568 Flt Permitted 0.36 1.00 1.00 1.00 0.95 0.95 1.00 Satd. Flow (perm) 446 3438 3505 1568 1078 1078 1568 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 161 278 0 0 493 130 218 0 328 0 0 0 RTOR Reduction (vph) 0 0 0 0 0 83 0 0 263 0 0 0 Lane Group Flow (vph) 161 278 0 0 493 47 109 109 65 0 0 0 Heavy Vehicles (%) 55% 5% 0% 0% 3% 3% 59% 0% 3% 0% 0% 0% Turn Type pm+pt NA NA Perm Perm NA Perm Protected Phases 5 2 6 4 Permitted Phases 2 6 4 4 Actuated Green, G (s) 49.3 49.3 29.2 29.2 15.8 15.8 15.8 Effective Green, g (s) 49.3 49.3 29.2 29.2 15.8 15.8 15.8 Actuated g/C Ratio 0.62 0.62 0.36 0.36 0.20 0.20 0.20 Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7 6.7 Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Grp Cap (vph) 381 2118 1279 572 212 212 309 v/s Ratio Prot c0.06 0.08 0.14 v/s Ratio Perm c0.20 0.03 c0.10 0.10 0.04 v/c Ratio 0.42 0.13 0.39 0.08 0.51 0.51 0.21 Uniform Delay, d1 7.5 6.4 18.8 16.6 28.7 28.7 26.9 Progression Factor 1.71 1.42 1.00 1.52 1.00 1.00 1.00 Incremental Delay, d2 0.9 0.1 0.8 0.2 4.1 4.1 0.7 Delay (s) 13.6 9.2 19.5 25.5 32.8 32.8 27.6 Level of Service B A B C C C C Approach Delay (s) 10.9 20.8 29.7 0.0 Approach LOS B C C A Intersection Summary HCM 2000 Control Delay 21.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.48 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1 Intersection Capacity Utilization 62.4% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 468 Queues Fruit Hill Property 4: US 11 & Rest Church Rd Weekday AM - 2034 Total - Mitigation Strategy #3 Fruit Hill Property Synchro 11 Report Weekday AM - 2034 Total - Mitigation Strategy #3 Page 5 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 114 545 18 140 49 93 78 22 163 286 445 v/c Ratio 0.37 0.78 0.10 0.40 0.14 0.51 0.18 0.04 0.58 0.53 0.57 Control Delay 28.4 26.5 34.2 37.5 0.8 43.7 27.7 0.1 39.5 28.9 5.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 28.4 26.5 34.2 37.5 0.8 43.7 27.7 0.1 39.5 28.9 5.9 Queue Length 50th (ft) 49 48 8 35 0 44 32 0 75 123 0 Queue Length 95th (ft) 94 110 28 63 0 90 70 0 133 200 68 Internal Link Dist (ft) 191 394 920 966 Turn Bay Length (ft) 250 150 280 240 290 Base Capacity (vph) 325 737 180 350 361 189 440 541 328 539 775 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.35 0.74 0.10 0.40 0.14 0.49 0.18 0.04 0.50 0.53 0.57 Intersection Summary 469 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 4: US 11 & Rest Church Rd Weekday AM - 2034 Total - Mitigation Strategy #3 Fruit Hill Property Synchro 11 Report Weekday AM - 2034 Total - Mitigation Strategy #3 Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 116 293 191 16 127 45 85 71 20 148 260 405 Future Volume (vph) 116 293 191 16 127 45 85 71 20 148 260 405 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Lane Util. Factor 0.91 0.91 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.94 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1579 3063 1805 3505 1615 1612 1863 1615 1787 1881 1599 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1579 3063 1805 3505 1615 1612 1863 1615 1787 1881 1599 Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 127 322 210 18 140 49 93 78 22 163 286 445 RTOR Reduction (vph) 0 108 0 0 0 44 0 0 17 0 0 318 Lane Group Flow (vph) 114 437 0 18 140 5 93 78 5 163 286 127 Heavy Vehicles (%) 4% 0% 16% 0% 3% 0% 12% 2% 0% 1% 1% 1% Turn Type Split NA Split NA Perm Prot NA Perm Prot NA Perm Protected Phases 8 8 4 4 5 2 1 6 Permitted Phases 4 2 6 Actuated Green, G (s) 15.5 15.5 8.0 8.0 8.0 9.1 18.9 18.9 12.6 22.9 22.9 Effective Green, g (s) 15.5 15.5 8.0 8.0 8.0 9.1 18.9 18.9 12.6 22.9 22.9 Actuated g/C Ratio 0.19 0.19 0.10 0.10 0.10 0.11 0.24 0.24 0.16 0.29 0.29 Clearance Time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0 Lane Grp Cap (vph) 305 593 180 350 161 183 440 381 281 538 457 v/s Ratio Prot 0.07 c0.14 0.01 c0.04 0.06 0.04 c0.09 c0.15 v/s Ratio Perm 0.00 0.00 0.08 v/c Ratio 0.37 0.74 0.10 0.40 0.03 0.51 0.18 0.01 0.58 0.53 0.28 Uniform Delay, d1 28.0 30.3 32.7 33.8 32.5 33.3 24.4 23.4 31.2 24.0 22.1 Progression Factor 0.90 0.80 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.9 5.0 0.5 1.6 0.2 3.0 0.9 0.1 3.6 3.7 1.5 Delay (s) 26.2 29.3 33.2 35.3 32.7 36.4 25.2 23.5 34.8 27.8 23.7 Level of Service C C C D C D C C C C C Approach Delay (s) 28.7 34.5 30.4 27.0 Approach LOS C C C C Intersection Summary HCM 2000 Control Delay 28.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.62 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 25.0 Intersection Capacity Utilization 59.2% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 470 Queuing and Blocking Report Fruit Hill Property Weekday AM - 2034 Total - Mitigation Strategy #3 Weekday AM - 2034 Total - Mitigation Strategy #3 Fruit Hill Property SimTraffic Report Weekday AM - 2034 Total - Mitigation Strategy #3 Page 1 Intersection: 2: I-81 SB Ramps & Rest Church Rd Movement EB EB EB B14 WB WB WB SB SB Directions Served T T TR T L T T LT R Maximum Queue (ft) 229 140 245 2 342 220 81 211 155 Average Queue (ft) 90 54 115 0 214 53 5 113 71 95th Queue (ft) 184 106 201 2 312 139 48 186 127 Link Distance (ft) 227 227 227 408 496 496 496 878 Upstream Blk Time (%) 0 0 Queuing Penalty (veh) 1 1 Storage Bay Dist (ft) 640 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: I-81 NB Ramps & Rest Church Rd Movement EB EB EB WB WB WB NB NB NB Directions Served L T T T T R L LT R Maximum Queue (ft) 261 95 127 193 196 84 250 313 181 Average Queue (ft) 111 34 61 113 90 37 72 152 70 95th Queue (ft) 212 75 110 180 169 66 182 265 130 Link Distance (ft) 496 496 496 190 190 190 638 Upstream Blk Time (%) 0 0 Queuing Penalty (veh) 1 1 Storage Bay Dist (ft) 300 480 Storage Blk Time (%) 0 0 Queuing Penalty (veh) 0 2 471 Queuing and Blocking Report Fruit Hill Property Weekday AM - 2034 Total - Mitigation Strategy #3 Weekday AM - 2034 Total - Mitigation Strategy #3 Fruit Hill Property SimTraffic Report Weekday AM - 2034 Total - Mitigation Strategy #3 Page 2 Intersection: 4: US 11 & Rest Church Rd Movement EB EB EB WB WB WB WB NB NB NB SB SB Directions Served L LT TR L T T R L T R L T Maximum Queue (ft) 164 190 209 50 102 96 48 136 99 24 177 204 Average Queue (ft) 70 127 149 9 41 39 23 60 31 6 80 101 95th Queue (ft) 154 195 220 32 82 81 48 117 77 20 140 174 Link Distance (ft) 190 190 190 415 415 415 945 977 Upstream Blk Time (%) 0 0 4 Queuing Penalty (veh) 0 1 8 Storage Bay Dist (ft) 250 150 280 240 Storage Blk Time (%) 1 0 0 0 Queuing Penalty (veh) 1 0 0 0 Intersection: 4: US 11 & Rest Church Rd Movement SB Directions Served R Maximum Queue (ft) 138 Average Queue (ft) 60 95th Queue (ft) 107 Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 290 Storage Blk Time (%) Queuing Penalty (veh) Zone Summary Zone wide Queuing Penalty: 14 472 Queues Fruit Hill Property 2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2034 Total - Mitigation Strategy #1 Fruit Hill Property Synchro 11 Report Weekday PM - 2034 Total - Mitigation Strategy #1 Page 1 Lane Group EBT WBL WBT SBT SBR Lane Group Flow (vph) 804 453 423 172 277 v/c Ratio 0.64 0.84 0.22 0.60 0.66 Control Delay 22.0 42.8 4.3 40.3 12.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 22.0 42.8 4.3 40.3 12.4 Queue Length 50th (ft) 98 158 25 80 0 Queue Length 95th (ft) 138 m198 m31 138 65 Internal Link Dist (ft) 202 481 849 Turn Bay Length (ft) 640 Base Capacity (vph) 1251 595 1913 304 430 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.64 0.76 0.22 0.57 0.64 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. 473 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2034 Total - Mitigation Strategy #1 Fruit Hill Property Synchro 11 Report Weekday PM - 2034 Total - Mitigation Strategy #1 Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 410 297 399 372 0 0 0 0 149 3 244 Future Volume (vph) 0 410 297 399 372 0 0 0 0 149 3 244 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.1 6.2 8.0 8.0 Lane Util. Factor 0.91 1.00 0.95 1.00 1.00 Frt 0.94 1.00 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3982 1770 2911 1743 1154 Flt Permitted 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 3982 1770 2911 1743 1154 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 0 466 338 453 423 0 0 0 0 169 3 277 RTOR Reduction (vph) 0 155 0 0 0 0 0 0 0 0 0 231 Lane Group Flow (vph) 0 649 0 453 423 0 0 0 0 0 172 46 Heavy Vehicles (%) 0% 17% 29% 2% 24% 0% 0% 0% 0% 4% 0% 40% Turn Type NA Prot NA Split NA Perm Protected Phases 2 1 6 3 3 Permitted Phases 3 Actuated Green, G (s) 22.0 24.5 52.6 13.2 13.2 Effective Green, g (s) 22.0 24.5 52.6 13.2 13.2 Actuated g/C Ratio 0.28 0.31 0.66 0.16 0.16 Clearance Time (s) 6.2 6.1 6.2 8.0 8.0 Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0 Lane Grp Cap (vph) 1095 542 1913 287 190 v/s Ratio Prot c0.16 c0.26 0.15 c0.10 v/s Ratio Perm 0.04 v/c Ratio 0.59 0.84 0.22 0.60 0.24 Uniform Delay, d1 25.1 25.9 5.5 30.9 29.0 Progression Factor 1.00 1.34 0.73 1.00 1.00 Incremental Delay, d2 2.4 6.2 0.1 3.9 0.9 Delay (s) 27.5 40.9 4.2 34.9 29.9 Level of Service C D A C C Approach Delay (s) 27.5 23.1 0.0 31.8 Approach LOS C C A C Intersection Summary HCM 2000 Control Delay 26.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.69 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3 Intersection Capacity Utilization 72.9% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 474 Queues Fruit Hill Property 3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2034 Total - Mitigation Strategy #1 Fruit Hill Property Synchro 11 Report Weekday PM - 2034 Total - Mitigation Strategy #1 Page 3 Lane Group EBL EBT WBT WBR NBT NBR Lane Group Flow (vph) 331 290 566 228 394 358 v/c Ratio 0.90 0.17 0.81 0.46 0.94 0.50 Control Delay 43.4 11.5 35.3 9.3 58.6 5.2 Queue Delay 0.0 0.0 1.7 0.4 0.0 0.0 Total Delay 43.4 11.5 37.0 9.7 58.6 5.2 Queue Length 50th (ft) 150 53 115 4 189 0 Queue Length 95th (ft) #255 83 #212 m43 #374 60 Internal Link Dist (ft) 481 191 609 Turn Bay Length (ft) 480 Base Capacity (vph) 367 1726 698 492 420 720 Starvation Cap Reductn 0 0 43 58 0 0 Spillback Cap Reductn 0 47 0 0 0 4 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.90 0.17 0.86 0.53 0.94 0.50 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. 475 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2034 Total - Mitigation Strategy #1 Fruit Hill Property Synchro 11 Report Weekday PM - 2034 Total - Mitigation Strategy #1 Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 298 261 0 0 509 205 262 2 413 0 0 0 Future Volume (vph) 298 261 0 0 509 205 262 2 413 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 Frt 1.00 1.00 1.00 0.85 0.96 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.96 1.00 Satd. Flow (prot) 1399 3471 3539 1568 1280 1504 Flt Permitted 0.21 1.00 1.00 1.00 0.96 1.00 Satd. Flow (perm) 304 3471 3539 1568 1280 1504 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 331 290 0 0 566 228 291 2 459 0 0 0 RTOR Reduction (vph) 0 0 0 0 0 183 0 16 245 0 0 0 Lane Group Flow (vph) 331 290 0 0 566 45 0 378 113 0 0 0 Heavy Vehicles (%) 29% 4% 0% 0% 2% 3% 41% 0% 2% 0% 0% 0% Turn Type pm+pt NA NA Perm Split NA Perm Protected Phases 5 2 6 4 4 Permitted Phases 2 6 4 Actuated Green, G (s) 39.8 39.8 15.8 15.8 25.3 25.3 Effective Green, g (s) 39.8 39.8 15.8 15.8 25.3 25.3 Actuated g/C Ratio 0.50 0.50 0.20 0.20 0.32 0.32 Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7 Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0 Lane Grp Cap (vph) 367 1726 698 309 404 475 v/s Ratio Prot c0.18 0.08 0.16 c0.30 v/s Ratio Perm c0.27 0.03 0.08 v/c Ratio 0.90 0.17 0.81 0.15 0.94 0.24 Uniform Delay, d1 16.6 11.0 30.7 26.5 26.6 20.2 Progression Factor 1.08 1.01 0.87 1.55 1.00 1.00 Incremental Delay, d2 20.7 0.2 7.6 0.7 29.8 0.5 Delay (s) 38.5 11.3 34.3 41.8 56.4 20.8 Level of Service D B C D E C Approach Delay (s) 25.8 36.5 39.4 0.0 Approach LOS C D D A Intersection Summary HCM 2000 Control Delay 34.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.97 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1 Intersection Capacity Utilization 72.9% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 476 Queues Fruit Hill Property 4: US 11 & Rest Church Rd Weekday PM - 2034 Total - Mitigation Strategy #1 Fruit Hill Property Synchro 11 Report Weekday PM - 2034 Total - Mitigation Strategy #1 Page 5 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 257 509 26 280 157 202 461 13 88 203 330 v/c Ratio 0.71 0.67 0.13 0.75 0.41 0.76 0.83 0.02 0.50 0.53 0.56 Control Delay 34.2 11.6 34.8 49.6 4.5 51.8 42.5 0.1 44.5 33.5 7.5 Queue Delay 0.8 0.1 0.0 0.0 0.0 3.8 0.0 0.0 0.0 0.0 0.0 Total Delay 35.0 11.7 34.8 49.6 4.5 55.7 42.5 0.1 44.5 33.5 7.5 Queue Length 50th (ft) 103 20 12 73 0 97 220 0 43 89 0 Queue Length 95th (ft) m#212 m39 34 #131 12 #187 #373 0 86 149 58 Internal Link Dist (ft) 191 394 920 966 Turn Bay Length (ft) 250 150 280 240 290 Base Capacity (vph) 364 757 193 372 383 277 554 585 177 414 608 Starvation Cap Reductn 17 17 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 30 0 0 0 0 5 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.74 0.69 0.13 0.75 0.41 0.82 0.83 0.02 0.50 0.49 0.55 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. 477 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 4: US 11 & Rest Church Rd Weekday PM - 2034 Total - Mitigation Strategy #1 Fruit Hill Property Synchro 11 Report Weekday PM - 2034 Total - Mitigation Strategy #1 Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 411 144 119 23 246 138 178 406 11 77 179 290 Future Volume (vph) 411 144 119 23 246 138 178 406 11 77 179 290 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Lane Util. Factor 0.91 0.91 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1610 3163 1805 3471 1615 1719 1881 1455 1770 1863 1583 Flt Permitted 0.95 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1610 3163 1805 3471 1615 1719 1881 1455 1770 1863 1583 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 467 164 135 26 280 157 202 461 12 88 203 330 RTOR Reduction (vph) 0 42 0 0 0 140 0 0 9 0 0 255 Lane Group Flow (vph) 257 467 0 26 280 17 202 461 4 88 203 75 Heavy Vehicles (%) 2% 3% 4% 0% 4% 0% 5% 1% 11% 2% 2% 2% Turn Type Split NA Split NA Perm Prot NA Perm Prot NA Perm Protected Phases 8 8 4 4 5 2 1 6 Permitted Phases 4 2 6 Actuated Green, G (s) 16.4 16.4 8.6 8.6 8.6 12.4 23.6 23.6 6.4 18.1 18.1 Effective Green, g (s) 16.4 16.4 8.6 8.6 8.6 12.4 23.6 23.6 6.4 18.1 18.1 Actuated g/C Ratio 0.20 0.20 0.11 0.11 0.11 0.16 0.30 0.30 0.08 0.23 0.23 Clearance Time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0 Lane Grp Cap (vph) 330 648 194 373 173 266 554 429 141 421 358 v/s Ratio Prot c0.16 0.15 0.01 c0.08 c0.12 c0.25 0.05 0.11 v/s Ratio Perm 0.01 0.00 0.05 v/c Ratio 0.78 0.72 0.13 0.75 0.10 0.76 0.83 0.01 0.62 0.48 0.21 Uniform Delay, d1 30.1 29.7 32.3 34.7 32.2 32.4 26.3 19.9 35.6 26.9 25.1 Progression Factor 0.78 0.27 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 14.9 6.7 0.7 9.8 0.5 12.5 11.4 0.0 9.4 1.8 0.6 Delay (s) 38.2 14.6 33.0 44.4 32.7 44.8 37.8 20.0 45.0 28.7 25.7 Level of Service D B C D C D D B D C C Approach Delay (s) 22.5 39.8 39.5 29.4 Approach LOS C D D C Intersection Summary HCM 2000 Control Delay 31.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.88 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 25.0 Intersection Capacity Utilization 68.8% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 478 Queuing and Blocking Report Fruit Hill Property Weekday PM - 2034 Total - Mitigation Strategy #1 Weekday PM - 2034 Total - Mitigation Strategy #1 Fruit Hill Property SimTraffic Report Weekday PM - 2034 Total - Mitigation Strategy #1 Page 1 Intersection: 2: I-81 SB Ramps & Rest Church Rd Movement EB EB EB WB WB WB SB SB Directions Served T T TR L T T LT R Maximum Queue (ft) 237 221 225 339 224 118 176 144 Average Queue (ft) 118 89 131 212 102 6 82 71 95th Queue (ft) 203 175 206 305 198 51 147 120 Link Distance (ft) 226 226 226 503 503 503 878 Upstream Blk Time (%) 0 0 0 Queuing Penalty (veh) 1 0 0 Storage Bay Dist (ft) 640 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: I-81 NB Ramps & Rest Church Rd Movement EB EB EB WB WB WB NB NB Directions Served L T T T T R LTR R Maximum Queue (ft) 343 122 150 213 208 162 614 450 Average Queue (ft) 170 52 74 141 131 70 314 227 95th Queue (ft) 288 99 126 211 207 123 532 415 Link Distance (ft) 503 503 503 195 195 195 638 Upstream Blk Time (%) 3 2 0 1 Queuing Penalty (veh) 7 5 0 0 Storage Bay Dist (ft) 480 Storage Blk Time (%) 2 0 Queuing Penalty (veh) 5 0 479 Queuing and Blocking Report Fruit Hill Property Weekday PM - 2034 Total - Mitigation Strategy #1 Weekday PM - 2034 Total - Mitigation Strategy #1 Fruit Hill Property SimTraffic Report Weekday PM - 2034 Total - Mitigation Strategy #1 Page 2 Intersection: 4: US 11 & Rest Church Rd Movement EB EB EB WB WB WB WB NB NB NB SB SB Directions Served L LT TR L T T R L T R L T Maximum Queue (ft) 184 193 186 51 177 211 89 150 611 230 117 172 Average Queue (ft) 96 100 75 14 74 103 45 124 251 17 46 78 95th Queue (ft) 162 164 151 40 147 176 74 178 527 110 92 139 Link Distance (ft) 195 195 195 415 415 415 945 977 Upstream Blk Time (%) 0 0 0 Queuing Penalty (veh) 1 1 1 Storage Bay Dist (ft) 250 150 280 240 Storage Blk Time (%) 0 6 19 0 Queuing Penalty (veh) 0 26 36 0 Intersection: 4: US 11 & Rest Church Rd Movement SB Directions Served R Maximum Queue (ft) 116 Average Queue (ft) 51 95th Queue (ft) 94 Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 290 Storage Blk Time (%) Queuing Penalty (veh) Zone Summary Zone wide Queuing Penalty: 84 480 Queues Fruit Hill Property 2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2034 Total - Mitigation Strategy #2 Fruit Hill Property Synchro 11 Report Weekday PM - 2034 Total - Mitigation Strategy #2 Page 1 Lane Group EBT WBL WBT SBT SBR Lane Group Flow (vph) 804 453 423 172 277 v/c Ratio 0.64 0.84 0.22 0.60 0.66 Control Delay 22.0 42.0 4.8 40.3 12.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 22.0 42.0 4.8 40.3 12.4 Queue Length 50th (ft) 98 159 26 80 0 Queue Length 95th (ft) 138 m229 m38 138 65 Internal Link Dist (ft) 202 481 849 Turn Bay Length (ft) 640 Base Capacity (vph) 1251 595 1913 304 430 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.64 0.76 0.22 0.57 0.64 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. 481 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2034 Total - Mitigation Strategy #2 Fruit Hill Property Synchro 11 Report Weekday PM - 2034 Total - Mitigation Strategy #2 Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 410 297 399 372 0 0 0 0 149 3 244 Future Volume (vph) 0 410 297 399 372 0 0 0 0 149 3 244 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.1 6.2 8.0 8.0 Lane Util. Factor 0.91 1.00 0.95 1.00 1.00 Frt 0.94 1.00 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3982 1770 2911 1743 1154 Flt Permitted 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 3982 1770 2911 1743 1154 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 0 466 338 453 423 0 0 0 0 169 3 277 RTOR Reduction (vph) 0 155 0 0 0 0 0 0 0 0 0 231 Lane Group Flow (vph) 0 649 0 453 423 0 0 0 0 0 172 46 Heavy Vehicles (%) 0% 17% 29% 2% 24% 0% 0% 0% 0% 4% 0% 40% Turn Type NA Prot NA Split NA Perm Protected Phases 2 1 6 3 3 Permitted Phases 3 Actuated Green, G (s) 22.0 24.5 52.6 13.2 13.2 Effective Green, g (s) 22.0 24.5 52.6 13.2 13.2 Actuated g/C Ratio 0.28 0.31 0.66 0.16 0.16 Clearance Time (s) 6.2 6.1 6.2 8.0 8.0 Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0 Lane Grp Cap (vph) 1095 542 1913 287 190 v/s Ratio Prot c0.16 c0.26 0.15 c0.10 v/s Ratio Perm 0.04 v/c Ratio 0.59 0.84 0.22 0.60 0.24 Uniform Delay, d1 25.1 25.9 5.5 30.9 29.0 Progression Factor 1.00 1.20 0.81 1.00 1.00 Incremental Delay, d2 2.4 8.2 0.2 3.9 0.9 Delay (s) 27.5 39.4 4.6 34.9 29.9 Level of Service C D A C C Approach Delay (s) 27.5 22.6 0.0 31.8 Approach LOS C C A C Intersection Summary HCM 2000 Control Delay 26.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.69 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3 Intersection Capacity Utilization 64.3% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 482 Queues Fruit Hill Property 3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2034 Total - Mitigation Strategy #2 Fruit Hill Property Synchro 11 Report Weekday PM - 2034 Total - Mitigation Strategy #2 Page 3 Lane Group EBL EBT WBT WBR NBL NBT NBR Lane Group Flow (vph) 331 290 566 228 291 232 229 v/c Ratio 0.81 0.15 0.65 0.41 0.85 0.41 0.40 Control Delay 30.4 10.3 26.9 8.2 52.3 5.9 5.7 Queue Delay 0.0 0.0 0.8 0.4 0.0 0.0 0.0 Total Delay 30.4 10.3 27.7 8.5 52.3 5.9 5.8 Queue Length 50th (ft) 125 52 112 4 135 1 0 Queue Length 95th (ft) #294 82 162 m39 #267 53 52 Internal Link Dist (ft) 481 191 609 Turn Bay Length (ft) 480 Base Capacity (vph) 417 1897 865 555 356 585 584 Starvation Cap Reductn 0 0 98 79 0 0 0 Spillback Cap Reductn 0 50 0 0 0 3 3 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.79 0.16 0.74 0.48 0.82 0.40 0.39 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. 483 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2034 Total - Mitigation Strategy #2 Fruit Hill Property Synchro 11 Report Weekday PM - 2034 Total - Mitigation Strategy #2 Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 298 261 0 0 509 205 262 2 413 0 0 0 Future Volume (vph) 298 261 0 0 509 205 262 2 413 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7 6.7 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 0.95 0.95 Frt 1.00 1.00 1.00 0.85 1.00 0.85 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1399 3471 3539 1568 1280 1507 1504 Flt Permitted 0.25 1.00 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 367 3471 3539 1568 1280 1507 1504 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 331 290 0 0 566 228 291 2 459 0 0 0 RTOR Reduction (vph) 0 0 0 0 0 172 0 168 168 0 0 0 Lane Group Flow (vph) 331 290 0 0 566 56 291 64 61 0 0 0 Heavy Vehicles (%) 29% 4% 0% 0% 2% 3% 41% 0% 2% 0% 0% 0% Turn Type pm+pt NA NA Perm Split NA Perm Protected Phases 5 2 6 4 4 Permitted Phases 2 6 4 Actuated Green, G (s) 43.7 43.7 19.5 19.5 21.4 21.4 21.4 Effective Green, g (s) 43.7 43.7 19.5 19.5 21.4 21.4 21.4 Actuated g/C Ratio 0.55 0.55 0.24 0.24 0.27 0.27 0.27 Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7 6.7 Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Grp Cap (vph) 406 1896 862 382 342 403 402 v/s Ratio Prot c0.16 0.08 0.16 c0.23 0.04 v/s Ratio Perm c0.28 0.04 0.04 v/c Ratio 0.82 0.15 0.66 0.15 0.85 0.16 0.15 Uniform Delay, d1 12.6 9.0 27.2 23.7 27.8 22.4 22.4 Progression Factor 1.25 1.09 0.85 1.54 1.00 1.00 1.00 Incremental Delay, d2 10.0 0.1 2.9 0.6 19.5 0.4 0.4 Delay (s) 25.8 9.9 26.1 37.2 47.3 22.8 22.7 Level of Service C A C D D C C Approach Delay (s) 18.4 29.3 32.3 0.0 Approach LOS B C C A Intersection Summary HCM 2000 Control Delay 27.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.88 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1 Intersection Capacity Utilization 64.3% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 484 Queues Fruit Hill Property 4: US 11 & Rest Church Rd Weekday PM - 2034 Total - Mitigation Strategy #2 Fruit Hill Property Synchro 11 Report Weekday PM - 2034 Total - Mitigation Strategy #2 Page 5 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 257 509 26 280 157 202 461 13 88 203 330 v/c Ratio 0.71 0.67 0.13 0.75 0.41 0.76 0.83 0.02 0.50 0.53 0.56 Control Delay 35.8 12.3 34.8 49.6 4.5 51.8 42.5 0.1 44.5 33.5 7.5 Queue Delay 0.8 0.1 0.0 0.0 0.0 2.3 0.0 0.0 0.0 0.0 0.0 Total Delay 36.7 12.4 34.8 49.6 4.5 54.1 42.5 0.1 44.5 33.5 7.5 Queue Length 50th (ft) 106 19 12 73 0 97 220 0 43 89 0 Queue Length 95th (ft) #232 39 34 #131 12 #187 #373 0 86 149 58 Internal Link Dist (ft) 191 394 920 966 Turn Bay Length (ft) 250 150 280 240 290 Base Capacity (vph) 364 757 193 372 383 277 554 585 177 414 608 Starvation Cap Reductn 17 18 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 21 0 0 0 0 4 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.74 0.69 0.13 0.75 0.41 0.79 0.83 0.02 0.50 0.49 0.55 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 485 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 4: US 11 & Rest Church Rd Weekday PM - 2034 Total - Mitigation Strategy #2 Fruit Hill Property Synchro 11 Report Weekday PM - 2034 Total - Mitigation Strategy #2 Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 411 144 119 23 246 138 178 406 11 77 179 290 Future Volume (vph) 411 144 119 23 246 138 178 406 11 77 179 290 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Lane Util. Factor 0.91 0.91 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1610 3163 1805 3471 1615 1719 1881 1455 1770 1863 1583 Flt Permitted 0.95 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1610 3163 1805 3471 1615 1719 1881 1455 1770 1863 1583 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 467 164 135 26 280 157 202 461 12 88 203 330 RTOR Reduction (vph) 0 42 0 0 0 140 0 0 9 0 0 255 Lane Group Flow (vph) 257 467 0 26 280 17 202 461 4 88 203 75 Heavy Vehicles (%) 2% 3% 4% 0% 4% 0% 5% 1% 11% 2% 2% 2% Turn Type Split NA Split NA Perm Prot NA Perm Prot NA Perm Protected Phases 8 8 4 4 5 2 1 6 Permitted Phases 4 2 6 Actuated Green, G (s) 16.4 16.4 8.6 8.6 8.6 12.4 23.6 23.6 6.4 18.1 18.1 Effective Green, g (s) 16.4 16.4 8.6 8.6 8.6 12.4 23.6 23.6 6.4 18.1 18.1 Actuated g/C Ratio 0.20 0.20 0.11 0.11 0.11 0.16 0.30 0.30 0.08 0.23 0.23 Clearance Time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0 Lane Grp Cap (vph) 330 648 194 373 173 266 554 429 141 421 358 v/s Ratio Prot c0.16 0.15 0.01 c0.08 c0.12 c0.25 0.05 0.11 v/s Ratio Perm 0.01 0.00 0.05 v/c Ratio 0.78 0.72 0.13 0.75 0.10 0.76 0.83 0.01 0.62 0.48 0.21 Uniform Delay, d1 30.1 29.7 32.3 34.7 32.2 32.4 26.3 19.9 35.6 26.9 25.1 Progression Factor 0.81 0.29 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 15.9 6.7 0.7 9.8 0.5 12.5 11.4 0.0 9.4 1.8 0.6 Delay (s) 40.3 15.4 33.0 44.4 32.7 44.8 37.8 20.0 45.0 28.7 25.7 Level of Service D B C D C D D B D C C Approach Delay (s) 23.7 39.8 39.5 29.4 Approach LOS C D D C Intersection Summary HCM 2000 Control Delay 32.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.88 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 25.0 Intersection Capacity Utilization 68.8% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 486 Queuing and Blocking Report Fruit Hill Property Weekday PM - 2034 Total - Mitigation Strategy #2 Weekday PM - 2034 Total - Mitigation Strategy #2 Fruit Hill Property SimTraffic Report Weekday PM - 2034 Total - Mitigation Strategy #2 Page 1 Intersection: 2: I-81 SB Ramps & Rest Church Rd Movement EB EB EB B14 WB WB WB SB SB Directions Served T T TR T L T T LT R Maximum Queue (ft) 216 193 254 9 342 221 144 175 154 Average Queue (ft) 114 83 129 0 217 101 11 86 75 95th Queue (ft) 189 156 216 7 322 197 70 147 133 Link Distance (ft) 226 226 226 1072 496 496 496 878 Upstream Blk Time (%) 0 0 1 Queuing Penalty (veh) 0 0 1 Storage Bay Dist (ft) 640 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: I-81 NB Ramps & Rest Church Rd Movement EB EB EB WB WB WB NB NB NB Directions Served L T T T T R L TR R Maximum Queue (ft) 294 110 148 206 203 134 345 139 106 Average Queue (ft) 160 43 70 133 119 69 182 67 37 95th Queue (ft) 269 92 126 199 189 115 305 114 79 Link Distance (ft) 496 496 496 190 190 190 638 638 Upstream Blk Time (%) 2 1 Queuing Penalty (veh) 4 3 Storage Bay Dist (ft) 480 Storage Blk Time (%) Queuing Penalty (veh) 487 Queuing and Blocking Report Fruit Hill Property Weekday PM - 2034 Total - Mitigation Strategy #2 Weekday PM - 2034 Total - Mitigation Strategy #2 Fruit Hill Property SimTraffic Report Weekday PM - 2034 Total - Mitigation Strategy #2 Page 2 Intersection: 4: US 11 & Rest Church Rd Movement EB EB EB WB WB WB WB NB NB NB SB SB Directions Served L LT TR L T T R L T R L T Maximum Queue (ft) 192 185 161 52 168 210 88 150 641 106 115 174 Average Queue (ft) 121 102 65 13 72 101 45 122 258 9 46 80 95th Queue (ft) 180 166 125 37 140 176 75 181 554 65 91 145 Link Distance (ft) 190 190 190 415 415 415 945 977 Upstream Blk Time (%) 1 0 0 0 Queuing Penalty (veh) 2 0 0 0 Storage Bay Dist (ft) 250 150 280 240 Storage Blk Time (%) 9 18 0 0 Queuing Penalty (veh) 36 36 0 0 Intersection: 4: US 11 & Rest Church Rd Movement SB Directions Served R Maximum Queue (ft) 110 Average Queue (ft) 51 95th Queue (ft) 93 Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 290 Storage Blk Time (%) Queuing Penalty (veh) Zone Summary Zone wide Queuing Penalty: 82 488 Queues Fruit Hill Property 2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2034 Total - Mitigation Strategy #3 Fruit Hill Property Synchro 11 Report Weekday PM - 2034 Total - Mitigation Strategy #3 Page 1 Lane Group EBT WBL WBT SBT SBR Lane Group Flow (vph) 804 453 423 172 277 v/c Ratio 0.64 0.84 0.22 0.60 0.66 Control Delay 22.0 37.2 2.8 40.3 12.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 22.0 37.2 2.8 40.3 12.4 Queue Length 50th (ft) 98 119 7 80 0 Queue Length 95th (ft) 138 #203 30 138 65 Internal Link Dist (ft) 202 481 849 Turn Bay Length (ft) 640 Base Capacity (vph) 1251 595 1913 304 430 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.64 0.76 0.22 0.57 0.64 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 489 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2034 Total - Mitigation Strategy #3 Fruit Hill Property Synchro 11 Report Weekday PM - 2034 Total - Mitigation Strategy #3 Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 410 297 399 372 0 0 0 0 149 3 244 Future Volume (vph) 0 410 297 399 372 0 0 0 0 149 3 244 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.1 6.2 8.0 8.0 Lane Util. Factor 0.91 1.00 0.95 1.00 1.00 Frt 0.94 1.00 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3982 1770 2911 1743 1154 Flt Permitted 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 3982 1770 2911 1743 1154 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 0 466 338 453 423 0 0 0 0 169 3 277 RTOR Reduction (vph) 0 155 0 0 0 0 0 0 0 0 0 231 Lane Group Flow (vph) 0 649 0 453 423 0 0 0 0 0 172 46 Heavy Vehicles (%) 0% 17% 29% 2% 24% 0% 0% 0% 0% 4% 0% 40% Turn Type NA Prot NA Split NA Perm Protected Phases 2 1 6 3 3 Permitted Phases 3 Actuated Green, G (s) 22.0 24.5 52.6 13.2 13.2 Effective Green, g (s) 22.0 24.5 52.6 13.2 13.2 Actuated g/C Ratio 0.28 0.31 0.66 0.16 0.16 Clearance Time (s) 6.2 6.1 6.2 8.0 8.0 Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0 Lane Grp Cap (vph) 1095 542 1913 287 190 v/s Ratio Prot c0.16 c0.26 0.15 c0.10 v/s Ratio Perm 0.04 v/c Ratio 0.59 0.84 0.22 0.60 0.24 Uniform Delay, d1 25.1 25.9 5.5 30.9 29.0 Progression Factor 1.00 0.93 0.45 1.00 1.00 Incremental Delay, d2 2.4 9.9 0.2 3.9 0.9 Delay (s) 27.5 34.0 2.7 34.9 29.9 Level of Service C C A C C Approach Delay (s) 27.5 18.9 0.0 31.8 Approach LOS C B A C Intersection Summary HCM 2000 Control Delay 24.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.69 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3 Intersection Capacity Utilization 63.6% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 490 Queues Fruit Hill Property 3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2034 Total - Mitigation Strategy #3 Fruit Hill Property Synchro 11 Report Weekday PM - 2034 Total - Mitigation Strategy #3 Page 3 Lane Group EBL EBT WBT WBR NBL NBT NBR Lane Group Flow (vph) 331 290 566 228 145 148 459 v/c Ratio 0.72 0.14 0.51 0.35 0.61 0.62 0.68 Control Delay 17.7 6.4 21.9 7.5 40.4 40.7 8.5 Queue Delay 0.0 0.0 0.5 0.4 0.0 0.0 0.1 Total Delay 17.7 6.4 22.4 7.8 40.4 40.7 8.6 Queue Length 50th (ft) 116 47 106 4 68 69 0 Queue Length 95th (ft) 184 55 153 m39 130 132 77 Internal Link Dist (ft) 481 191 609 Turn Bay Length (ft) 480 Base Capacity (vph) 507 2142 1109 648 262 264 702 Starvation Cap Reductn 0 0 214 128 0 0 0 Spillback Cap Reductn 0 62 0 0 0 0 8 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.65 0.14 0.63 0.44 0.55 0.56 0.66 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. 491 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2034 Total - Mitigation Strategy #3 Fruit Hill Property Synchro 11 Report Weekday PM - 2034 Total - Mitigation Strategy #3 Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 298 261 0 0 509 205 262 2 413 0 0 0 Future Volume (vph) 298 261 0 0 509 205 262 2 413 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7 6.7 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 Frt 1.00 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.95 0.95 1.00 Satd. Flow (prot) 1399 3471 3539 1568 1216 1225 1583 Flt Permitted 0.30 1.00 1.00 1.00 0.95 0.95 1.00 Satd. Flow (perm) 436 3471 3539 1568 1216 1225 1583 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 331 290 0 0 566 228 291 2 459 0 0 0 RTOR Reduction (vph) 0 0 0 0 0 156 0 0 369 0 0 0 Lane Group Flow (vph) 331 290 0 0 566 72 145 148 90 0 0 0 Heavy Vehicles (%) 29% 4% 0% 0% 2% 3% 41% 0% 2% 0% 0% 0% Turn Type pm+pt NA NA Perm Split NA Perm Protected Phases 5 2 6 4 4 Permitted Phases 2 6 4 Actuated Green, G (s) 49.4 49.4 25.1 25.1 15.7 15.7 15.7 Effective Green, g (s) 49.4 49.4 25.1 25.1 15.7 15.7 15.7 Actuated g/C Ratio 0.62 0.62 0.31 0.31 0.20 0.20 0.20 Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7 6.7 Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Grp Cap (vph) 463 2143 1110 491 238 240 310 v/s Ratio Prot c0.14 0.08 0.16 0.12 c0.12 v/s Ratio Perm c0.30 0.05 0.06 v/c Ratio 0.71 0.14 0.51 0.15 0.61 0.62 0.29 Uniform Delay, d1 9.2 6.4 22.4 19.7 29.3 29.4 27.4 Progression Factor 1.13 0.92 0.85 1.61 1.00 1.00 1.00 Incremental Delay, d2 4.4 0.1 1.2 0.5 6.4 6.6 1.1 Delay (s) 14.8 6.0 20.3 32.2 35.7 36.0 28.5 Level of Service B A C C D D C Approach Delay (s) 10.7 23.7 31.4 0.0 Approach LOS B C C A Intersection Summary HCM 2000 Control Delay 22.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.74 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1 Intersection Capacity Utilization 63.6% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 492 Queues Fruit Hill Property 4: US 11 & Rest Church Rd Weekday PM - 2034 Total - Mitigation Strategy #3 Fruit Hill Property Synchro 11 Report Weekday PM - 2034 Total - Mitigation Strategy #3 Page 5 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 257 509 26 280 157 202 461 13 88 203 330 v/c Ratio 0.71 0.67 0.13 0.75 0.41 0.76 0.83 0.02 0.50 0.53 0.56 Control Delay 35.9 16.4 34.8 49.6 4.5 51.8 42.5 0.1 44.5 33.5 7.5 Queue Delay 0.8 0.2 0.0 0.0 0.0 1.2 0.0 0.0 0.0 0.0 0.0 Total Delay 36.7 16.5 34.8 49.6 4.5 53.1 42.5 0.1 44.5 33.5 7.5 Queue Length 50th (ft) 126 24 12 73 0 97 220 0 43 89 0 Queue Length 95th (ft) #231 153 34 #131 12 #187 #373 0 86 149 58 Internal Link Dist (ft) 191 394 920 966 Turn Bay Length (ft) 250 150 280 240 290 Base Capacity (vph) 364 757 193 372 383 277 554 585 177 414 608 Starvation Cap Reductn 17 19 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 13 0 0 0 0 2 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.74 0.69 0.13 0.75 0.41 0.77 0.83 0.02 0.50 0.49 0.54 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 493 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 4: US 11 & Rest Church Rd Weekday PM - 2034 Total - Mitigation Strategy #3 Fruit Hill Property Synchro 11 Report Weekday PM - 2034 Total - Mitigation Strategy #3 Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 411 144 119 23 246 138 178 406 11 77 179 290 Future Volume (vph) 411 144 119 23 246 138 178 406 11 77 179 290 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Lane Util. Factor 0.91 0.91 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1610 3163 1805 3471 1615 1719 1881 1455 1770 1863 1583 Flt Permitted 0.95 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1610 3163 1805 3471 1615 1719 1881 1455 1770 1863 1583 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 467 164 135 26 280 157 202 461 12 88 203 330 RTOR Reduction (vph) 0 42 0 0 0 140 0 0 9 0 0 255 Lane Group Flow (vph) 257 467 0 26 280 17 202 461 4 88 203 75 Heavy Vehicles (%) 2% 3% 4% 0% 4% 0% 5% 1% 11% 2% 2% 2% Turn Type Split NA Split NA Perm Prot NA Perm Prot NA Perm Protected Phases 8 8 4 4 5 2 1 6 Permitted Phases 4 2 6 Actuated Green, G (s) 16.4 16.4 8.6 8.6 8.6 12.4 23.6 23.6 6.4 18.1 18.1 Effective Green, g (s) 16.4 16.4 8.6 8.6 8.6 12.4 23.6 23.6 6.4 18.1 18.1 Actuated g/C Ratio 0.20 0.20 0.11 0.11 0.11 0.16 0.30 0.30 0.08 0.23 0.23 Clearance Time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0 Lane Grp Cap (vph) 330 648 194 373 173 266 554 429 141 421 358 v/s Ratio Prot c0.16 0.15 0.01 c0.08 c0.12 c0.25 0.05 0.11 v/s Ratio Perm 0.01 0.00 0.05 v/c Ratio 0.78 0.72 0.13 0.75 0.10 0.76 0.83 0.01 0.62 0.48 0.21 Uniform Delay, d1 30.1 29.7 32.3 34.7 32.2 32.4 26.3 19.9 35.6 26.9 25.1 Progression Factor 0.85 0.45 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 14.5 6.7 0.7 9.8 0.5 12.5 11.4 0.0 9.4 1.8 0.6 Delay (s) 40.0 20.0 33.0 44.4 32.7 44.8 37.8 20.0 45.0 28.7 25.7 Level of Service D B C D C D D B D C C Approach Delay (s) 26.7 39.8 39.5 29.4 Approach LOS C D D C Intersection Summary HCM 2000 Control Delay 33.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.88 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 25.0 Intersection Capacity Utilization 68.8% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 494 Queuing and Blocking Report Fruit Hill Property Weekday PM - 2034 Total - Mitigation Strategy #3 Weekday PM - 2034 Total - Mitigation Strategy #3 Fruit Hill Property SimTraffic Report Weekday PM - 2034 Total - Mitigation Strategy #3 Page 1 Intersection: 2: I-81 SB Ramps & Rest Church Rd Movement EB EB EB B14 WB WB WB SB SB Directions Served T T TR T L T T LT R Maximum Queue (ft) 212 210 269 17 368 247 100 177 142 Average Queue (ft) 113 89 134 1 209 107 6 84 71 95th Queue (ft) 188 168 218 11 322 221 55 147 117 Link Distance (ft) 226 226 226 1072 496 496 496 878 Upstream Blk Time (%) 0 0 1 Queuing Penalty (veh) 0 0 1 Storage Bay Dist (ft) 640 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: I-81 NB Ramps & Rest Church Rd Movement EB EB EB WB WB WB NB NB NB Directions Served L T T T T R L LT R Maximum Queue (ft) 285 99 122 188 204 147 202 277 156 Average Queue (ft) 131 43 51 113 108 65 86 127 76 95th Queue (ft) 242 83 99 182 180 112 163 229 126 Link Distance (ft) 496 496 496 190 190 190 638 638 Upstream Blk Time (%) 0 1 0 Queuing Penalty (veh) 1 2 0 Storage Bay Dist (ft) 480 Storage Blk Time (%) Queuing Penalty (veh) 495 Queuing and Blocking Report Fruit Hill Property Weekday PM - 2034 Total - Mitigation Strategy #3 Weekday PM - 2034 Total - Mitigation Strategy #3 Fruit Hill Property SimTraffic Report Weekday PM - 2034 Total - Mitigation Strategy #3 Page 2 Intersection: 4: US 11 & Rest Church Rd Movement EB EB EB WB WB WB WB NB NB NB SB SB Directions Served L LT TR L T T R L T R L T Maximum Queue (ft) 194 206 206 44 137 180 98 150 474 183 110 165 Average Queue (ft) 103 136 119 12 63 91 45 115 207 11 47 74 95th Queue (ft) 174 198 209 35 117 158 76 178 386 79 91 136 Link Distance (ft) 190 190 190 415 415 415 945 977 Upstream Blk Time (%) 0 1 1 Queuing Penalty (veh) 0 1 2 Storage Bay Dist (ft) 250 150 280 240 Storage Blk Time (%) 4 14 0 Queuing Penalty (veh) 16 27 0 Intersection: 4: US 11 & Rest Church Rd Movement SB Directions Served R Maximum Queue (ft) 121 Average Queue (ft) 51 95th Queue (ft) 92 Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 290 Storage Blk Time (%) Queuing Penalty (veh) Zone Summary Zone wide Queuing Penalty: 52 496 Planning Commission Agenda Item Detail Meeting Date: May 17, 2023 Agenda Section: Action Items Title: UDA Exception - Robert and Julie Owens - (Mr. Pearson) Attachments: PC05-17-23UDA_Request.pdf 497 COUNTY of FREDERICK Department of Planning and Development 540/ 665-5651 Fax: 540/ 665-6395 107 North Kent Street • Winchester, Virginia 22601-5000 MEMORANDUM TO: Frederick County Planning Commission FROM: Wyatt Pearson, AICP, Planning & Development Director SUBJECT: Request to Serve Residential Land Uses With Public Water & Sewer Outside The Urban Development Area – 1164-1176 Brucetown Road DATE: May 9th, 2023 Frederick County has received a request from Robert and Julie Owens to authorize Frederick Water to serve 1164 & 1176 Brucetown Road (parcels 33-A-160 & 33-A-161) with public sewer. The properties are both single family homes on non-conforming lots zoned Rural Areas (RA). The Northeast Land Use Plan depicts these properties with a Sensitive Natural Areas future land use designation, and as a part of the Clearbrook-Brucetown Rural Community Center. The property is located within the County’s Sewer and Water Service Area (SWSA) but not the Urban Development Area (UDA). County policies require that residential land uses be located within both the SWSA and the UDA to enable connections to Frederick Water services. The applicant sites the age of the existing drainfields for both properties as the primary driver for this request and has worked out an agreement for an easement with Parks and Recreation that is being considered by the Board. Frederick Water is willing and able to serve the properties if authorized by the Board. As of right now the applicant has not expressed any intention to conduct a different use for the property other than that occurring now (single family homes). Other residential uses for the property are limited by the RA zoning designation. Since this exception is not seeking to expand the boundary of the UDA, this request could be decided by the Board of Supervisors without a public hearing or amendment to the Comprehensive Plan. Staff is seeking a recommendation from the Planning Commission on this requested exception. Attachments: Location Map 498 1164BRUCETOWN RD 1176BRUCETOWN RD B R U C E T O W N R D Parcels selection Parcels Sewer and Water Service AreaUDA µ Frederick C ounty Planning & Development107 N Kent StWinchester, V A 22601540 - 665 - 5651Map Created: April 26, 202305010025Feet 33-A-160 UDA Excep tionPIN: 33 -A-16 0, 3 3-A-1 61Robert O wensLocation Map 33-A-161 499 From: Julie Owens <j > Sent: Thursday, March 2, 2023 12:42 PM To: Cory Smith <> Subject: '[External]'Fwd: Brucetown Rd hook up request To whom it may concern, We recently acquired two properties on Brucetown Road and are requesting approval to hook up to the county water and sewer. We would need an easement of 2 to 4 feet across the fence at the Clear Brook Park, maintenance shop area to hook up to the water and septic to the two properties we acquired. The first one is 1176 Brucetown Rd., and the next one is 1164 Brucetown Rd., which is now a post office. Due to the age of the drainfield that already exist at the properties and the blasting from the nearby quarry, I feel it’s just a matter of time before both systems fail. We contacted Earl Wiley, Engineer, at Frederick County water and septic, extension 115, and he came down to the properties and said they have an easement that is 2 to 4 feet on the other side of the park maintenance shop fence and that I would need to get an easement to connect to their easement. The easement we need would be put in the county water and septic name and they would do all the excavating work needed and would put the property involved back to or better than before with new gravel, etc. Earl Wiley said to feel free to contact him with any questions. We appreciate your time and consideration. Thanks! Robert and Julie Owens 157 Grasshopper Ln. Clear Brook, VA 22624 Sent from my iPhone Begin forwarded message: From: Nicole Russell <> Date: March 2, 2023 at 12:17:56 PM EST To: Subject: Brucetown Rd 500 501 502 Planning Commission Agenda Item Detail Meeting Date: May 17, 2023 Agenda Section: Information/Discussion Title: Ordinance Amendment - Shipping Containers - (Mr. Klein) Attachments: PC05-17-23OA_Shipping_Containers.pdf 503 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 – Shipping Containers DATE: May 12, 2023 Proposal: This is a proposal to allow shipping containers (i.e., prefabricated, durable steel intermodal shipping boxes) as an accessory structure/storage only in the RA (Rural Areas) Zoning District. Shipping containers would be also expressly prohibited as an accessory structure/storage in the RP (Residential Performance), R4 (Residential Planned Community), R5 (Residential Recreational Community), and MH1 (Mobile Home Community) Zoning Districts. Containers used as storage in the RA district would also need to meet applicable setback requirements for accessory structures (or 15-feet from the side/rear property lines) This proposal was previously discussed by the Planning Commission and Board of Supervisors in 2018. Ultimately, due to a lack of consensus by the Board on the appropriateness of the request at that time, the ordinance amendment was not sent forward for public hearing. Current Zoning Ordinance Standard: The Zoning Ordinance currently does not expressly permit shipping containers as accessory structures or storage. In practice, the Zoning Administrator through enforcement has prohibited shipping containers in all districts except the industrial zoning districts where they are part of distribution and intermodal freight activities. Shipping containers also do not meet the requirements of the building code to be classified as a “structure.” Shipping containers may be modified to meet building code standards, but this is not a typical undertaking for those purchasing containers for use as storage. The absence of a codified regulation has created enforcement challenges for staff. Meeting Summary & Requested Action: The Development Review and Regulations Committee (DRRC) discussed this item on March 23rd and April 27, 2023. The DRRC were generally supportive of prohibiting shipping containers as an accessory structure/storage in the County’s suburban zoning districts (RP, R4, R5, & MH1). The DRRC, while acknowledging the utility of shipping containers as an inexpensive storage solution for agricultural operations, expressed reservation about allowing them across the RA zoning district without additional regulations. Additional regulations discussed by the DRRC included limiting the number of containers allowed and/or setting an acreage minimum for properties in the RA district where they would be allowed (for example, RA properties of 5-acres or more). A DRRC member expressed support for allowing containers specifically in the Shawneeland community (zoned R5) in addition to the RA zoning district. Discussion on this topic centered around the size of the lots in Shawneeland being typically very small (many less than 1-acre), and the zoning, R5, essentially being a “suburban” zoning district (R5 includes Lake Frederick and Lake Holiday communities). Further, staff noted it may not be advisable to parse out a single community in a modification to a zoning district regulation. 504 DRRC Discussion OA – Shipping Containers May 3, 2023 Page 2 The attached document shows the existing ordinance with the proposed changes as drafted by Staff. Staff are seeking comments from the Planning Commission to forward to the Board of Supervisors for additional discussion. MTK/pd Attachments: 1. Proposed Changes - Definitions & Supplementary Use Regulations – Redline 505 Proposed Changes – Shipping Containers Revised March 7, 2023 ARTICLE I General Provisions; Amendments; and Conditional Use Permits Part 101 – General Provisions §165-101.02 Definitions and word usage Shipping container – a prefabricated, durable steel shipping box also known as intermodal container, cargo container, freight container, or ISO container. ARTICLE II Supplementary Use Regulations; Parking; Buffers; and Regulations for Specific Uses Part 201 – Supplementary Use Regulations §165-201.05 Secondary or accessory uses. When permitted secondary or accessory uses that are normally or typically found in association with the allowed primary use shall be allowed on the same parcel or lot as the primary use, secondary uses shall meet the requirements of this section as well as any particular standard imposed on such use. G. In no case shall a shipping container be allowed as an accessory use or storage in the RP (Residential Performance), R4 (Residential Planned Community), R5 (Residential Recreational Community) and MH1 (Mobile Home Community) Zoning Districts. Shipping containers are allowed in all other zoning districts as an accessory use or storage and should meet the applicable setback requirements for accessory uses. 506 Planning Commission Agenda Item Detail Meeting Date: May 17, 2023 Agenda Section: Other Title: Current Planning Applications Attachments: 507