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PC 12-07-22 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.September 21, 2022 Meeting Minutes 4.Committee Reports 5.Citizen Comments 6.Public Hearings 6.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 OM (Office Manufacturing Park) District with proffers. The properties are located at 384 Ruebuck Lane, 1420 Rest Church Road, and 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. 6.B.Conditional Use Permit #10-22 for CClan, LLC - (Mrs. Feltner) Submitted to construct a tractor truck and tractor truck trailer parking facility. The subject property is located north of Route 11 North (Martinsburg Pike) and Milton Ray AGENDA PLANNING COMMISSION WEDNESDAY, DECEMBER 7, 2022 7:00 PM THE BOARD ROOM FREDERICK COUNTY ADMINISTRATION BUILDING WINCHESTER, VIRGINIA PC12-07-22MinutesSeptember21.pdf PC12-07-22REZ10-22TransportationImpactAnalysis.pdf PC12-07-22REZ10-22_Redacted.pdf 1 Drive and immediately south of Interstate 81 and is identified with Property Identification Number 43-21-6 in the Stonewall Magisterial District. 6.C.Conditional Use Permit #11-22 for Richard & Margaret Byess - (Mrs. Peloquin) Submitted for a Humanitarian aid organizational office. The property is located at 1107 Cedar Creek Grade, Winchester, Virginia. The property is identified with Property Identification Number 63-A-2F in the Back Creek Magisterial District. 7.Action Item 7.A.Waiver Request for Willow Run Project Request to waive the public road requirement and allow the Willow Run to utilize private roads. 8.Other 8.A.Northeast Land Use Plan (NELUP) 8.B.Current Planning Applications 9.Adjourn PC12-07-22CUP10-22_Redacted.pdf PC12-07-22CUP11-22_Redacted.pdf PC12-07-22WillowRunWaiver_Redacted.pdf PC12-07-22NortheastLandUsePlan(NELUP)_Redacted.pdf 2 Planning Commission Agenda Item Detail Meeting Date: December 7, 2022 Agenda Section: Meeting Minutes Title: September 21, 2022 Meeting Minutes Attachments: PC12-07-22MinutesSeptember21.pdf 3 Frederick County Planning Commission Page 3973 Minutes of September 21, 2022 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 September 21, 2022. PRESENT: John F. Jewell, Chairman; Roger L. Thomas, Vice Chairman/Opequon District ; William A. Orndoff, Stonewall District; Justin Kerns, Stonewall District; H. Paige Manuel, Shawnee District; Betsy Brumback, Back Creek District; Mollie Brannon, Back Creek District; Charles E. Triplett, Gainesboro District; Jason Aikens, Gainesboro District; Kathleen Dawson, Red Bud District; Charles Markert, Red Bud District; Roderick B. Williams, County Attorney. ABSENT: Robert S. Molden, Opequon District; Elizabeth D. Kozel, Shawnee District. STAFF PRESENT: Wyatt G. Pearson, Director; John A. Bishop, Assistant Director; Mark R. Cheran, Zoning & Subdivision Administrator; M. Tyler Klein, Senior Planner; Kayla Peloquin, Planner I; Amy Feltner, Planner I; Shannon L. Conner, Administrative Assistant. CALL TO ORDER Chairman Jewell called the September 21, 2022 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 Thomas and seconded by Commissioner Manuel the Planning Commission unanimously adopted the agenda for this evening’s meeting. MEETING MINUTES Upon motion made by Commissioner Kerns and seconded by Commissioner Manuel, the Planning Commission unanimously adopted the minutes from the August 17, 2022 meeting. ------------- 4 Frederick County Planning Commission Page 3974 Minutes of September 21, 2022 COMMITTEES Frederick Water – Mtg. 09/20/22 Chairman Jewell reported the Board of Directors approved the Reserve Policy and immediately funded from existing reserves its components which include, Debt Service Reserve, Operating Capital and Replacement Reserve, Operating Reserve, and the CIP Reserve. He continued, the Board authorized the advertisement for construction bids to replace the Welltown Pike Water Main. Chairman Jewell share the August operations report. City of Winchester – Mtg. 09/20/22 Commissioner Mayfield, Winchester City Planning Commission Liaison, reported the Commission tabled an application rezone land on National Avenue (old Smalt’s Florist) and they reviewed a text amendment pertaining to Planned Unit Development Overlay District requirements. Board of Supervisors Supervisor Ludwig reported, the Board of Supervisors held a work session and there was not a consensus on the tax rebates to date. He share an overview of the regular meeting. ------------- 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. Tim of the Back Creek District came forward and shared is concerns with the dilemma on Wayne’s Lane and disagreed with comments made at the last meeting. He feels Scenario B is discriminative and all parties should be treated fairly. No one else came forward to speak and Chairman Jewell closed the public comments portion of the meeting. ------------- PUBLIC HEARING Rezoning #08-22 of Metromont submitted to rezone +/- 20-acres (north parcel PIN 43-A-22) from RA (Rural Areas) District to the M2 (Industrial General ) District with proffers and +/- 24.72-acres (south parcel PIN 54-A-11) from the B2 (General Business) District to the M2 District with proffers for a total of 44.72-acres. The proposed rezoning seeks to enable the expansion of an existing/adjoining industrial manufacturing operation in the Stonewall Magisterial District. Action – Recommend Approval 5 Frederick County Planning Commission Page 3975 Minutes of September 21, 2022 M. Tyler Klein, Senior Planner, reported this is a proposal to rezone +/- 20-acres from the RA (Rural Areas) District to the M2 (Industrial General) District with proffers and +/- 24.72-acres from the B2 (General Business) District to the M2 District with proffers for a total of +/- 44.72-acres. The proposed rezoning would enable the expansion of an existing/adjoining industrial (precast concrete manufacturing and storage) in the Stonewall Magisterial District. He shared a zoning map of the property. Mr. Klein explained the Land Use Compatibility: • The Comprehensive Plan and Northeast Land Use Plan identifies the north parcel (PIN 43-A-22, currently zoned RA) with an “industrial” land use designation. o The proposed M2 zoning is compatible with the Plan. • The Comprehensive Plan identifies the south parcel (PIN 54-A-11, currently zoned B2) with a “business” land use designation. o The proposed M2 zoning is incompatible with the Plan. Mr. Klein presented map of the Long Range Land Use. He shared the revised Proffer Statement that was received on September 21, 2022 and the Generalized Development Plan: • Limit on M2 uses Prohibited: Meat products, grain mill products, fats and oils, canned and cured fish and seafood, fresh or frozen fish and seafood, wood preserving, paper and allied products, petroleum refining and related industry, leather and leather products, asbestos products, primary metal industry, gas systems contract conversion from manufactured to natural gas, junkyards and automobile graveyards, manufacturing or wholesaling of explosives. • Tree save area • Restrict access on secondary Route 522 entrance to utility access & service only Commissioner Kerns asked if the regular buffer would remain and if there will be any restrictions on operations regarding time of day. Mr. Klein stated the Applicant has proffered to save the tree area and there is no restriction on the time of day. Ty Lawson, representing the Applicant came forward and shared a brief presentation of the project. He addressed the comments and concerns from Planning Commission Members. He noted the goal is to continue the Shockey operation. He shared photos of the proposed area along with a description of each. Mr. Lawson concluded by explaining the proffer revisions made on today. Chairman Jewell asked what will be going in and out of the entrance on Route 522 and noted the speed changes at that location. Mr. Lawson explained that will be used for utility companies only and not used by trucks from the business. Chairman Jewell called for anyone who wished to speak regarding this Public Hearing to come forward at this time. No one came forward to speak and Chairman Jewell closed the public comment portion of the hearing. Commissioner Thomas commented this is a valid expansion of business and a good use of the land in that area. Commissioner Kerns noted he appreciated the changes made to the proffers by the Applicant. Commissioners Orndoff and Brannon stated this is a good expansion. 6 Frederick County Planning Commission Page 3976 Minutes of September 21, 2022 Upon a motion made by Commissioner Kerns and seconded by Commissioner Brumback BE IT RESOLVED, the Frederick County Planning Commission does unanimously recommend approval of Rezoning #08-22 of Metromont submitted to rezone +/- 20-acres (north parcel PIN 43-A-22) from RA (Rural Areas) District to the M2 (Industrial General) District with proffers and +/- 24.72-acres (south parcel PIN 54-A-11) from the B2 (General Business) District to the M2 District with proffers for a total of 44.72-acres. The proposed rezoning seeks to enable the expansion of an existing/adjoining industrial manufacturing operation in the Stonewall Magisterial District (Note: Commissioner Molden and Commissioner Kozel were absent from the meeting) Conditional Use Permit #06-22 for Kimerly Henry submitted to construct a 180-foot monopole type communication tower. The property is located and fronts Fort Collier Road, back side is Baker Lane and is adjacent and north of the Winchester Eagles Club, Winchester, Virginia and is identified with Property Identification Number 54-A-97F in the Stonewall Magisterial District. Action – Recommend Approval Mark R. Cheran, Zoning & Subdivision Administrator, reported this is a request for a Conditional Use Permit (CUP) for a 180-foot monopole-type commercial telecommunication tower. The +/- 7.97-acre property fronts on Baker land and Fort Collier Road in the Stonewall Magisterial District and is zoned B2 (General Business). He shared a location map of the property. Mr. Cheran continued, the Frederick County Zoning Ordinance allows for commercial telecommunication facilities in the B2 (General Business) Zoning District with an approved Conditional Use Permit (CUP). This proposed 180- foot monopole-type commercial telecommunication facility will be located on property that is within the Urban Development Area (UDA) and Sewer Water Service Area (SWSA) identified within the Comprehensive Plan; and is located within the Eastern Frederick County Long Range Land Use Plan. He noted, this area of the County is intended to remain commercial in nature. Mr. Cheran shared, the properties adjacent to this proposed CUP are zoned B2/B3 and the nearest residential dwellings are approximately 1,000 feet to the west and east of this property. He explained, the Frederick County Zoning Ordinance requires an Applicant to provide confirmation that an attempt was made to collocate on an existing telecommunication facility, and possible collocation structures. The Applicant has provided and inventory of existing telecommunication facilities, and no other telecommunication facility or possible collocation opportunity structures exist in this area. Mr. Cheran presented the following conditions as suggested by Staff: 1. All review agency comments and requirements shall be complied with at all times. 2. The tower shall be available for collocating personal wireless services providers. 3. A minor site plan shall be approved by Frederick County. 4. The tower shall be removed by the Applicant or property owner within twelve (12) months of abandonment of operation. 5. In the event a telecommunications tower is not erected within twelve (12) months of the approval of this Conditional Use Permit, the CUP will be deemed invalid. 7 Frederick County Planning Commission Page 3977 Minutes of September 21, 2022 6. Any expansion or modification of this use will require a new Conditional Use Permit. Commissioner Brannon asked if the map in the Application packet includes adjacent property. Mr. Cheran stated that is correct. Commissioner Brannon asked if the approved site plan process will fall within the twelve (12) month window. Mr. Cheran responded yes, site plans are reviewed by Staff on a regular basis. Chairman Jewell called for anyone who wished to speak regarding this Public Hearing to come forward at this time. No one came forward to speak and Chairman Jewell closed the public comment portion of the hearing. Commissioner Kerns commented 180-feet is a significant height and he did review the viewshed and it appears out of that area. Commissioner Brannon stated this tower will improve telecommunications in the area. Upon a motion made by Commissioner Kerns and seconded by Commissioner Orndoff BE IT RESOLVED, the Frederick County Planning Commission does unanimously recommend approval of Conditional Use Permit #06-22 for Kimerly Henry submitted to construct a 180-foot monopole type communication tower. The property is located and fronts Fort Collier Road, back side is Baker Lane and is adjacent and north of the Winchester Eagles Club, Winchester, Virginia and is identified with Property Identification Number 54-A-97F in the Stonewall Magisterial District. (Note: Commissioner Molden and Commissioner Kozel were absent from the meeting) Conditional Use Permit #07-22 for Open Door Baptist Church submitted for a Daycare Facility. The property is located at 281 Jeremiah Lane, Clearbrook, Virginia and is identified with Property Identification Number 33-A-123A in the Stonewall Magisterial District. Action – Recommend Approval Kayla Peloquin, Planner I, reported this Conditional Use Permit (CUP) application is for a day-care facility. She continued, the Applicant proposed the following: • Having up to seventy-four (74) children and thirteen (13) staff member utilizing the existing residential dwelling as the day-care facility. • Hours of operation between 7:30 AM – 5:30 PM, Monday through Friday • The existing Church entrance and driveway will be utilized for vehicles to loop around the Church and exit back onto Jeremiah Lane for pick-up and drop-off. Ms. Peloquin presented a sketch map of the property. She continued, the Zoning Ordinance (§165-101.02) defines a day-care facility as: “A facility in which more than five (5) children and/or adults, not including persons who are related by blood, marriage, or adoption to the people who maintain the facility, are received for care, protections, and guidance during only part of the twenty -four (24) hour day; A day-care facility is allowed within the RA (Rural Areas) District with an approved CUP; and the Comprehensive Plan designates this parcel as for business. Ms. Peloquin presented the conditions recommended by Staff for this CUP: 8 Frederick County Planning Commission Page 3978 Minutes of September 21, 2022 1. All review agency comments and requirements shall be complied with at all times. 2. The Applicant shall satisfy the licensing requirements of the Virginia Department of Social Services and obtain a Frederick County Business License. 3. An engineered site plan, in accordance with the requirements of Part 802 of the Frederick County Zoning Ordinance, shall be submitted to and subject to approval by Frederick County prior to establishment of the use. 4. One business sign associated with this CUP shall be permitted on the property not to exceed 50 sq. ft. and not to exceed 12 ft. in height. 5. Any expansion or change of the use will require a new CUP. Commissioner Orndoff asked is this was a house being turned into a daycare and if the staff members were satisfied with the number of children being proposed. Ms. Peloquin stated that is correct and she has not been made aware of any employees who have voiced concerns. Commissioner Thomas asked if the Applicant understands the cost of improving the septic. Ms. Peloquin state they are aware. He asked if the Applicant has met with Fire and Rescue for an evacuation plan. Ms. Peloquin commented yes, they have, and they cannot move forward until this CUP is approved. Chairman Jewell called for anyone who wished to speak regarding this Public Hearing to come forward at this time. No one came forward to speak and Chairman Jewell closed the public comment portion of the hearing. Commissioner Brannon commented this is a good idea and the area is in need of a nice daycare. Commissioner Brumback inquired about the number of children currently at the church and noted the CUP appears to drastically increase this amount. The Applicant commented that is correct. Commissioner Kerns shared his concern with traffic in this area. The Applicant stated there are not traffic issues so far and most of their clients come from West Virginia. Upon a motion made by Commissioner Kerns and seconded by Commissioner Orndoff BE IT RESOLVED, the Frederick County Planning Commission does unanimously recommend approval of Conditional Use Permit #07-22 for Open Door Baptist Church submitted for a Daycare Facility. The property is located at 281 Jeremiah Lane, Clearbrook, Virginia and is identified with Property Identification Number 33-A-123A in the Stonewall Magisterial District. (Note: Commissioner Molden and Commissioner Kozel were absent from the meeting) ------------- ACTION ITEM Rezoning #07-22 for Renaissance 65, LLC and Renaissance 35, LLC – this is a proposed rezoning to amend the proffer statement approved with REZ #04-17 (Carbaugh Business Center). The 9 Frederick County Planning Commission Page 3979 Minutes of September 21, 2022 proposed minor proffer amendment seeks to remove the restriction on the number of entrances allowed from future Renaissance Drive. Action – Recommend Approval M. Tyler Klein, Senior Planner, reported the proposed rezoning seeks to modify the proffer statement with REZ #04-17 (Carbaugh Business Center), to remove the restriction on the number of entrances allowed from future Renaissance Drive. He noted , no other provisions in the approved proffer statement (zoning, buffers/screening) are proposed to be amended. He shared zoning map of the property. Mr. Klein share, there is one (1) outstanding issue noted in the Staff report regarding the potential need for future turn lanes; this issue has been resolved through notation on the pending site plan for the subject property. Upon a motion made by Commissioner Brannon and seconded by Commissioner Brumback BE IT RESOLVED, the Frederick County Planning Commission does unanimously recommend approval of Rezoning #07-22 for Renaissance 65, LLC and Renaissance 35, LLC – this is a proposed rezoning to amend the proffer statement approved with REZ #04-17 (Carbaugh Business Center). The proposed minor proffer amendment seeks to remove the restriction on the number of entrances allowed from future Renaissance Drive. (Note: Commissioner Molden and Commissioner Kozel were absent from the meeting) ------------- OTHER Wyatt G. Pearson, Director, shared an update of the Planning Departments current applications and he informed every one of the upcoming NELUP community meetings being held in October and encouraged everyone to attend. ------------- ADJOURNMENT No further business remained to be discussed and a motion was made by Commissioner Manuel to adjourn the meeting. This motion was seconded by Commissioner Orndoff and unanimously passed. The meeting adjourned at 8:00 p.m. Respectfully submitted, ____________________________ John F. Jewell, Chairman ___________________________ Wyatt G. Pearson, Secretary 10 Planning Commission Agenda Item Detail Meeting Date: December 7, 2022 Agenda Section: Public Hearings Title: Rezoning #10-22 of Fruit Hill (Equus Capital Partners, Ltd., DTS, LC, and William O. Minor - (Mr. Bishop) Attachments: PC12-07-22REZ10-22TransportationImpactAnalysis.pdf PC12-07-22REZ10-22_Redacted.pdf 11 Transportation Impact Analysis Fruit Hill Property Frederick County, Virginia April 2022 12 13 Fruit Hill Property April 2022 Table of Contents Kittelson & Associates, Inc. ii TABLE OF CONTENTS Table of Contents ...................................................................................................................................... ii Executive Summary ................................................................................................................................... 2 Introduction ........................................................................................................................................ 11 Existing Conditions .................................................................................................................................. 16 Transportation Impact Analysis .............................................................................................................. 29 Conclusions and Recommendations ....................................................................................................... 68 References ........................................................................................................................................ 76 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 14 Fruit Hill Property April 2022 Table of Contents Kittelson & Associates, Inc. iii LIST OF FIGURES Figure 1. Site Vicinity Map ................................................................................................................... 12 Figure 2. Conceptual Site Plan ............................................................................................................. 13 Figure 3. Zoning Map ........................................................................................................................... 14 Figure 4. Existing Lane Configurations and Traffic Control Devices ..................................................... 17 Figure 5. 2021 Existing Traffic Volumes ............................................................................................... 19 Figure 6. Existing Traffic Conditions – Weekday AM and Weekday PM Peak Hours ........................... 21 Figure 7. Existing Lane Group Levels of Service – Weekday AM and Weekday PM Peak Hours ......... 22 Figure 8. Converting Eastbound Through Lane to Shared Left-Through – US 11/Rest Church Road .. 27 Figure 9. Year 2028 Background Traffic Conditions – Weekday AM and Weekday PM Peak Hours ... 31 Figure 10. Year 2028 Background Lane Group Levels of Service – Weekday AM and Weekday PM Peak Hours ..................................................................................................................................... 32 Figure 11. Conceptual Layout – Northbound Left-Turn Lane – Rest Church Road/I-81 Northbound Ramps ..................................................................................................................................... 35 Figure 12. Year 2028 Total Traffic Assumed Lane Configurations and Traffic Control Devices ........... 38 Figure 13. Estimated Trip Distribution Pattern .................................................................................... 39 Figure 14. Net New Site Generated Trips – Warehousing ................................................................... 40 Figure 15. Net New Site Generated Trips – Data Center ..................................................................... 41 Figure 16. Net New Site-Generated Trips - Hotel ................................................................................ 42 Figure 17. Pass-by & Diverted Trips – Restaurant................................................................................ 43 Figure 18. Net New Site-Generated Trips - Restaurant ....................................................................... 44 Figure 19. Year 2028 Total Traffic Conditions – Weekday AM, Weekday PM, and Saturday Midday Peak Hours ..................................................................................................................................... 46 Figure 20. Year 2028 Total Traffic Lane Group Levels of Service – Weekday AM, Weekday PM, and Saturday Midday Peak Hours ............................................................................................................... 47 Figure 21. Access Management Evaluation ......................................................................................... 53 Figure 22. Year 2034 Background Traffic Conditions – Weekday AM and Weekday PM Peak Hours . 55 Figure 23. Year 2034 Background Lane Group Levels of Service – Weekday AM and Weekday PM Peak Hours ..................................................................................................................................... 56 Figure 24. Year 2034 Total Traffic Conditions – Weekday AM, Weekday PM, and Saturday Midday Peak Hours ..................................................................................................................................... 61 15 Fruit Hill Property April 2022 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 ............................................................................................................... 62 LIST OF TABLES Table 1. Existing Transportation Facilities and Roadway Designations ............................................... 16 Table 2. Existing Conditions – Summary of Peak Hour Levels of Service, 95th Percentile Back of Queue, and Delay for Each Lane Group by Intersection .................................................................................. 23 Table 3. Existing Conditions – Mitigation Strategy #1 – Signal Re-timing ........................................... 24 Table 4. Existing Conditions – Mitigation Strategy #2 – Eastbound Shared Left-Through Lane at US 11/Rest Church Road ........................................................................................................................... 26 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 ........................................ 33 Table 6. Year 2028 Background Conditions – Mitigated Traffic Conditions ........................................ 36 Table 7. Estimated Trip Generation ..................................................................................................... 37 Table 8. 2028 Total Traffic Conditions – Summary of Peak Hour Levels of Service, 95th Percentile Back of Queue, and Delay for Each Lane Group by Intersection ................................................................. 48 Table 9. 2028 Total Traffic Conditions – Mitigated ............................................................................. 50 Table 10. Right Turn-Lane Warrants – Rest Church Road/Zachary Ann Lane – Year 2028 Total Traffic Conditions ..................................................................................................................................... 51 Table 11. Left Turn-Lane Warrants – Rest Church Road/Zachary Ann Lane – Year 2028 Total Traffic Conditions ..................................................................................................................................... 51 Table 12. 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 ........................................ 57 Table 13. Year 2034 Background Traffic Conditions – Mitigated ........................................................ 59 Table 14. 2034 Total Traffic Conditions – Summary of Peak Hour Levels of Service, 95th Percentile Back of Queue, and Delay for Each Lane Group by Intersection ......................................................... 63 Table 15. Year 2034 Total Traffic Conditions – Mitigated ................................................................... 65 16 Executive Summary 17 Fruit Hill Property April 2022 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 10 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. 18 Fruit Hill Property April 2022 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 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. 19 Fruit Hill Property April 2022 Executive Summary Kittelson & Associates, Inc. 4 ▪ 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. ▪ 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. 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 28 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: 20 Fruit Hill Property April 2022 Executive Summary Kittelson & Associates, Inc. 5 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. ▪ 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 through/right lane, additional capacity can be added to the northbound left-turn movement and reduce queue spillback. 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) 21 Fruit Hill Property April 2022 Executive Summary Kittelson & Associates, Inc. 6 ▪ 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. 22 Fruit Hill Property April 2022 Executive Summary Kittelson & Associates, Inc. 7 ▪ 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 Southbound Ramps (Study Intersection #2): Without any adjustments to signal timing or coordination along the corridor, the southbound left-turn movement is forecast to operate at LOS F with queues spilling back to mainline I-81 Southbound during the weekday a.m. peak hour under year 2034 background traffic conditions. ▪ As the signal is still anticipated to operate below capacity, the delay and queuing issues are anticipated to be mitigated through adjustments to signal timing. 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. ▪ 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 a shared through/right lane. 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 31 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. 23 Fruit Hill Property April 2022 Executive Summary Kittelson & Associates, Inc. 8 ▪ 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 Southbound Ramps (Study Intersection #2): Similar to year 2034 background traffic conditions, the southbound left-turn movement is forecast to operate at LOS F with queues spilling back onto mainline I-81 Southbound without any assumed signal timing changes. ▪ Similar to year 2024 background traffic conditions, the southbound left-turn queues can be addressed through adjustments to existing signal timing. No physical improvements are recommended at this intersection. 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. ▪ Similar to year 2024 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 a shared through-right lane. 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. 24 Fruit Hill Property April 2022 Executive Summary Kittelson & Associates, Inc. 9 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. 25 Introduction 26 Fruit Hill Property April 2022 Introduction Kittelson & Associates, Inc. 11 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. 27 SITE 50 522 50 11 81 81 11 37 522 259 7 - Study Intersections## N C:\Users\abutsick\appdata\local\temp\AcPublish_14568\26732 - ReportFigs.dwg Apr 12, 2022 - 2:56pm - abutsick Layout Tab: 01Site Vicnity Map Frederick County, VA 1 Fruit Hill Property April 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 28 C:\Users\abutsick\appdata\local\temp\AcPublish_14568\26732 - ReportFigs.dwg Apr 12, 2022 - 2:57pm - abutsick Layout Tab: 02 2FIGUREFruit Hill PropertyApril 2022Conceptual Site PlanProvided by Dice Engineering (January 2022)Frederick County, VA29 NC:\Users\abutsick\appdata\local\temp\AcPublish_14568\26732 - ReportFigs.dwg Apr 12, 2022 - 2:57pm - abutsick Layout Tab: 03 Zoning MapObtained from Frederick County, VAFrederick County, VA3Fruit Hill PropertyApril 2022FigureSITE30 Existing Conditions 31 Broad Run Estates April 2022 Existing Conditions Kittelson & Associates, Inc. 16 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. 32 SITE C:\Users\abutsick\appdata\local\temp\AcPublish_14568\26732 - ReportFigs.dwg Apr 12, 2022 - 2:57pm - abutsick Layout Tab: 04Existing Lane Configurations and Traffic Control Devices Frederick County, VA 4 Fruit Hill Property April 2022 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 33 Fruit Hill Property April 2022 Existing Conditions Kittelson & Associates, Inc. 18 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 (3:00 to 6:00 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. 34 SITE C:\Users\abutsick\appdata\local\temp\AcPublish_14568\26732 - ReportFigs.dwg Apr 12, 2022 - 2:57pm - abutsick Layout Tab: 052021 Existing Traffic Volumes Blended from 2016 and 2021 Turning Movement Counts Frederick County, VA 5 Fruit Hill Property April 2022 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 35 Fruit Hill Property April 2022 Existing Conditions Kittelson & Associates, Inc. 20 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. 36 SITE C:\Users\abutsick\appdata\local\temp\AcPublish_14568\26732 - ReportFigs.dwg Apr 12, 2022 - 2:58pm - abutsick Layout Tab: 06Existing Traffic Operations Weekday AM & PM Peak Hours Frederick County, VA 6 Fruit Hill Property April 2022 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=26.7 V/C=0.45 5619388131 392 95 LOS=B Del=15.9 V/C=0.22932114126 166 331 117 LOS=C Del=30.9 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=42.5 V/C=0.73 167328131 177 335 86 LOS=C Del=20.2 V/C=0.52963152212 130 257 245 LOS=C Del=22.3 V/C=0.40 268136 0 4 143 CM=NB LOS=B Del=10.8 V/C=0.12 37 SITE C:\Users\abutsick\appdata\local\temp\AcPublish_14568\26732 - ReportFigs.dwg Apr 12, 2022 - 2:58pm - abutsick Layout Tab: 07Existing Lane Group Levels of Service Weekday AM & PM Peak Hours Frederick County, VA 7 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 AMX - LANE GROUP LEVEL OF SERVICE DCC C CB BCB B BA CC B CB E CCC CDCCCB C CA BCC A BA DC A CB C CCE CDC 38 Fruit Hill Property April 2022 Existing Conditions Kittelson & Associates, Inc. 23 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) Delay (sec) LOS Back of Queue (feet) 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 46 21.0 B 60 18.8 EB Approach C - 21.0 B - 18.8 WB WBL - D 281 49.5 C 218 30.7 WBT - A 16 4.0 B 78 10.4 WB Approach D - 37.6 C - 20.8 SB SBLT - C 91 31.4 C 92 31.1 SBR 640’ C 43 29.1 C 47 29.2 SB Approach C - 30.2 C - 29.9 Overall C - 30.9 C - 22.3 Rest Church Road/I-81 Northbound Ramps (#3) Signalized EB EBL - A 26 7.5 B 87 14.8 EBT - A 19 5.8 B 42 10.3 EB Approach A - 6.4 B - 12.2 WB WBT - B 40 10.6 B 128 17.5 WBR - B 0 19.0 B 0 19.1 WB Approach B - 12.3 B - 17.9 NB NBLTR - C 0 31.3 C 186 32.3 NBR 480’ C 0 31.1 C 48 21.8 NB Approach C - 31.2 C - 27.3 Overall B - 15.9 C - 20.2 US 11 (Martinsburg Pike)/Rest Church Road1 (#4) Signalized EB EBL - C 114 29.5 E 218 79.5 EBTR - B 127 19.1 C 149 23.2 EB Approach C - 21.6 E - 57.3 WB WBL 250’ E 41 56.9 C 47 33.8 WBT - C 92 27.8 C 93 32.2 WBR - C 51 27.0 C 95 31.0 WB Approach C - 30.1 C - 31.7 NB NBL 150’ C 104 34.6 C 149 33.6 NBT - C 75 24.7 D 416 50.9 NBR 280’ C 19 23.3 C 84 23.6 NB Approach C - 28.7 D - 47.7 SB SBL 240’ D 165 38.2 D 99 35.2 SBT - C 179 28.3 C 142 28.0 SBR 290’ C 96 24.6 C 86 25.5 SB Approach C - 28.2 C - 27.7 Overall C - 26.7 D - 42.5 1 Maximum queues reported from SimTraffic for the US 11/Rest Church Road intersection. As 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: 39 Fruit Hill Property April 2022 Existing Conditions Kittelson & Associates, Inc. 24 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 10 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 four percent of the time by queue spill backs for the eastbound left-turn during the weekday p.m. peak hour. 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) Delay (sec) Rest Church Road/I-81 Southbound Ramps (#2) Signalized EB EBTR - B 60 18.9 EB Approach B - 18.9 WB WBL - C 203 27.5 WBT - B 88 12.1 WB Approach C - 20.0 SB SBLT - C 92 31.2 SBR 640’ C 47 29.3 SB Approach C - 30.0 Overall C - 21.9 Rest Church Road/I-81 Northbound Ramps (#3) Signalized EB EBL - B 73 14.1 EBT - B 39 10.6 EB Approach B - 12.1 WB WBT - B 120 16.2 WBR - B 0 18.2 WB Approach B - 16.6 NB NBLTR - C 191 32.9 NBR 480’ C 49 22.0 NB Approach C - 27.6 Overall B - 19.9 40 Fruit Hill Property April 2022 Existing Conditions Kittelson & Associates, Inc. 25 Intersection Information PM Peak Hour Intersection (#) Traffic Control Approach Lane Group Existing turn-lane lengths LOS Back of Queue (feet) Delay (sec) US 11 (Martinsburg Pike)/Rest Church Road1 (#4) Signalized EB EBLT - D 216 46.9 EBTR - C 126 21.7 EB Approach D - 36.9 WB WBL 250’ C 45 34.0 WBT - C 96 34.9 WBR - C 94 33.1 WB Approach C - 34.0 NB NBL 150’ C 149 35.0 NBT - D 416 52.8 NBR 280’ C 138 23.8 NB Approach D - 49.6 SB SBL 240’ D 94 36.1 SBT - C 155 27.8 SBR 290’ C 93 25.3 SB Approach C - 27.7 Overall D - 37.0 1Maximum queues from SimTraffic reported for weekday p.m. peak hour. 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). 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. 41 Fruit Hill Property April 2022 Existing Conditions Kittelson & Associates, Inc. 26 ▪ 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. 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) Delay (sec) Rest Church Road/I-81 Southbound Ramps (#2) Signalized EB EBTR - B 60 18.8 EB Approach B - 18.8 WB WBL - C 219 31.7 WBT - B 78 10.4 WB Approach C - 21.4 SB SBLT - C 92 31.1 SBR 640’ C 47 29.2 SB Approach C - 29.9 Overall C - 22.5 Rest Church Road/I-81 Northbound Ramps (#3) Signalized EB EBL - B 87 14.8 EBT - B 41 10.3 EB Approach B - 12.2 WB WBT - C 132 23.0 WBR - E 0 73.3 WB Approach C - 33.3 NB NBLTR - C 191 32.9 NBR 480’ C 49 22.0 NB Approach C - 27.6 Overall C - 25.7 US 11 (Martinsburg Pike)/Rest Church Road1 (#4) Signalized EB EBLT - D 180 39.4 EBTR - C 202 32.6 EB Approach C - 34.9 WB WBL 250’ C 34 32.7 WBT - C 92 34.4 WBR - C 72 32.7 WB Approach C - 33.5 NB NBL 150’ C 149 35.0 NBT - C 264 30.2 NBR 280’ B 38 19.2 NB Approach C - 30.7 SB SBL 240’ D 94 36.0 SBT - C 145 22.6 SBR 290’ C 81 21.1 SB Approach C - 23.7 Overall C - 30.3 1Maximum queues from SimTraffic reported for weekday p.m. peak hour. 42 C:\Users\abutsick\appdata\local\temp\AcPublish_14568\26732 - ReportFigs.dwg Apr 12, 2022 - 2:58pm - abutsick Layout Tab: 08Converting Eastbound Through Lane to Shared Left-Through US 11/Rest Church Road Frederick County, VA 8 Fruit Hill Property April 2022 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 43 Transportation Impact Analysis 44 Fruit Hill Property April 2022 Transportation Impact Analysis Kittelson & Associates, Inc. 29 TRANSPORTATION IMPACT ANALYSIS The transportation impact analysis identifies how the study area’s transportation system will oper ate 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 45 Fruit Hill Property April 2022 Transportation Impact Analysis Kittelson & Associates, Inc. 30 ▪ 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. 46 SITE N C:\Users\abutsick\appdata\local\temp\AcPublish_14568\26732 - ReportFigs.dwg Apr 12, 2022 - 2:58pm - abutsick Layout Tab: 09Year 2028 Background Traffic Operations Weekday AM & PM Peak Hours Frederick County, VA 9 Fruit Hill Property April 2022 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=26.1 V/C=0.58 6031294259 443 123 LOS=B Del=15.0 V/C=0.262052122149 178 376 127 LOS=C Del=33.6 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=66.7 V/C=1.00 179392140 234 478 199 LOS=C Del=21.9 V/C=0.621433163231 139 383 276 LOS=C Del=26.5 V/C=0.56 273150 0 4 164 CM=NB LOS=B Del=10.8 V/C=0.12 47 SITE C:\Users\abutsick\appdata\local\temp\AcPublish_14568\26732 - ReportFigs.dwg Apr 12, 2022 - 2:58pm - abutsick Layout Tab: 10Year 2028 Bacgkround Lane Group Levels of Service Weekday AM & PM Peak Hours Frederick County, VA 10 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 AMX - LANE GROUP LEVEL OF SERVICE FCC C CB CCC B BA CC C CB F CCC CDCCCB C CA ACC A BA DD A CA C CDE CDC 48 Fruit Hill Property April 2022 Transportation Impact Analysis Kittelson & Associates, Inc. 33 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) Delay (sec) LOS Back of Queue (feet) 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 Ramps1 (#2) Signalized EB EBTR - C 245 24.1 C 177 25.8 EB Approach C - 24.1 C - 25.8 WB WBL - D 334 48.9 C 320 33.8 WBT - A 124 8.2 B 192 14.3 WB Approach D - 38.6 C - 25.6 SB SBLT - D 236 39.9 C 159 31.1 SBR 640’ C 98 27.5 C 106 27.8 SB Approach D - 35.3 C - 29.4 Overall C - 33.6 C - 26.5 Rest Church Road/I-81 Northbound Ramps1 (#3) Signalized EB EBL - A 172 9.8 C 180 21.2 EBT - A 158 8.2 B 147 12.3 EB Approach A - 8.6 B - 15.7 WB WBT - A 191 10.0 C 213 22.3 WBR - A 65 5.7 B 91 17.4 WB Approach A - 9.1 B - 20.8 NB NBLTR - C 239 30.5 C 936 33.1 NBR 480’ C 185 29.9 C 480 21.0 NB Approach C - 30.2 C - 27.2 Overall B - 15.0 C - 21.9 US 11 (Martinsburg Pike)/Rest Church Road1 (#4) Signalized EB EBL - C 134 32.8 F 226 162.1 EBTR - B 200 14.0 C 164 23.6 EB Approach C - 17.5 F - 108.4 WB WBL 250’ E 46 65.0 C 52 34.5 WBT - C 111 28.2 C 161 34.0 WBR - C 48 27.0 C 110 30.1 WB Approach C - 30.9 C - 32.7 NB NBL 150’ C 119 35.8 C 150 50.3 NBT - C 101 25.8 F 1,084 90.2 NBR 280’ C 29 24.0 C 280 24.4 NB Approach C - 30.2 E - 76.9 SB SBL 240’ D 176 42.4 D 100 36.0 SBT - C 202 31.3 C 179 32.2 SBR 290’ C 117 25.6 C 138 27.9 SB Approach C - 30.5 C - 30.5 Overall C - 26.1 E - 66.7 1 Maximum queues reported from SimTraffic. 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: 49 Fruit Hill Property April 2022 Transportation Impact Analysis Kittelson & Associates, Inc. 34 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. 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 queues are forecast to block the upstream end of the lane (i.e., Upstream Block Time) approximately 28 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 intersec tions, 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. To mitigate the anticipated traffic conditions during the weekday p.m. peak hour, the following strategies were evaluated: ▪ Rest Church Road/I-81 Northbound Ramps (#3) o 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. ▪ US 11/Rest Church Road (#4) o 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). Table 6 illustrates the anticipated traffic operations with these improvements. Appendix H contains the Synchro and SimTraffic output worksheets. With these improvements, the eastbound queues at the US 11/Rest Church Road intersection are forecast to be contained within the existing space between US 11 and I-81 during the weekday p.m. peak hour. Several individual movements forecast to operate at LOS F in Table 5 are forecast to operate at LOS D or better with these improvements. The overall intersection is forecast to operate below capacity at LOS D. The addition of the northbound left -turn lane at the Rest Church Road/I-81 Northbound Ramps intersection is anticipated to help contain northbound cues on the off-ramp. 50 C:\Users\abutsick\appdata\local\temp\AcPublish_14568\26732 - ReportFigs.dwg Apr 12, 2022 - 2:59pm - abutsick Layout Tab: 11Northbound Left-Turn Lane - Conceptual Layout Rest Church Road/I-81 Northbound Ramps Frederick County, VA 11 Fruit Hill Property April 2022 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 200' 200' TAPER CONVERT EXISTING SHARED LEFT-THROUGH-RIGHT TO SHARED THROUGH-RIGHT ADJUST/AUGMENT NORTHBOUND SIGNAL HEADS AS NECESSARY 51 Fruit Hill Property April 2022 Transportation Impact Analysis Kittelson & Associates, Inc. 36 Table 6. Year 2028 Background Conditions – Mitigated Traffic Conditions Intersection Information PM Peak Hour Intersection (#) Traffic Control Approach Lane Group Existing turn-lane lengths LOS Back of Queue (feet) Delay (sec) Rest Church Road/I-81 Southbound Ramps (#2) Signalized EB EBTR - C 69 23.9 EB Approach C - 23.9 WB WBL - D 323 37.5 WBT - B 79 10.1 WB Approach C - 26.0 SB SBLT - C 134 34.5 SBR 640’ C 51 29.3 SB Approach C - 31.7 Overall C - 26.7 Rest Church Road/I-81 Northbound Ramps (#3) Signalized EB EBL - B 104 16.6 EBT - B 55 10.2 EB Approach B - 12.6 WB WBT - C 198 22.1 WBR - C 23 30.5 WB Approach C - 24.6 NB NBL 300’ C 150 32.6 NBTR - C 51 24.0 NBR 480’ C 50 23.9 NB Approach C - 26.7 Overall C - 22.6 US 11 (Martinsburg Pike)/Rest Church Road1 (#4) Signalized EB EBLT - D 182 49.9 EBTR - D 195 36.7 EB Approach D - 41.2 WB WBL 250’ C 44 32.6 WBT - D 190 41.5 WBR - C 84 32.4 WB Approach D - 37.9 NB NBL 150’ D 150 44.5 NBT - D 360 35.7 NBR 280’ B 88 19.8 NB Approach D - 38.0 SB SBL 240’ D 102 36.7 SBT - C 158 27.3 SBR 290’ C 112 24.4 SB Approach C - 27.1 Overall D - 36.3 1Maximum queues from SimTraffic reported for weekday p.m. peak hour. 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 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 12 illustrates the assumed lane configurations and traffic control devices under year 2028 total traffic conditions. 52 Fruit Hill Property April 2022 Transportation Impact Analysis Kittelson & Associates, Inc. 37 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 7 summarizes the trip generation estimates for the proposed development. Table 7. 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 7, 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. 53 SITE C:\Users\abutsick\appdata\local\temp\AcPublish_14568\26732 - ReportFigs.dwg Apr 12, 2022 - 2:59pm - abutsick Layout Tab: 12Assumed Year 2028 Total Traffic Lane Configurations and Traffic Control Devices Frederick County, VA 12 Fruit Hill Property April 2022 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 54 SITE N C:\Users\abutsick\appdata\local\temp\AcPublish_14568\26732 - ReportFigs.dwg Apr 12, 2022 - 2:59pm - abutsick Layout Tab: 13Assumed Site Trip Distribution Frederick County, VA 13 Fruit Hill Property April 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 55 SITE C:\Users\abutsick\appdata\local\temp\AcPublish_14568\26732 - ReportFigs.dwg Apr 12, 2022 - 2:59pm - abutsick Layout Tab: 14Net New Site-Generated Trips Warehousing Frederick County, VA 14 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 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 56 SITE C:\Users\abutsick\appdata\local\temp\AcPublish_14568\26732 - ReportFigs.dwg Apr 12, 2022 - 2:59pm - abutsick Layout Tab: 15Net New Site-Generated Trips Data Center Frederick County, VA 15 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 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 57 SITE C:\Users\abutsick\appdata\local\temp\AcPublish_14568\26732 - ReportFigs.dwg Apr 12, 2022 - 2:59pm - abutsick Layout Tab: 16Net New Site-Generated Trips Hotel Frederick County, VA 16 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 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 58 SITE C:\Users\abutsick\appdata\local\temp\AcPublish_14568\26732 - ReportFigs.dwg Apr 12, 2022 - 2:59pm - abutsick Layout Tab: 17Pass-by Trips Restaurant Frederick County, VA 17 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 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 59 SITE C:\Users\abutsick\appdata\local\temp\AcPublish_14568\26732 - ReportFigs.dwg Apr 12, 2022 - 3:00pm - abutsick Layout Tab: 18Net New Site-Generated Trips Restaurant Frederick County, VA 18 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 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 60 Fruit Hill Property April 2022 Transportation Impact Analysis Kittelson & Associates, Inc. 45 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 8 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. 61 SITE N C:\Users\abutsick\appdata\local\temp\AcPublish_14568\26732 - ReportFigs.dwg Apr 12, 2022 - 3:00pm - abutsick Layout Tab: 19Year 2028 Total Traffic Operations Weekday AM & PM Peak Hours Frederick County, VA 19 Fruit Hill Property April 2022 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=27.4 V/C=0.59 212312153 266 462 123 LOS=B Del=18.5 V/C=0.492052274215 238 376 298 LOS=C Del=28.6 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=106.2 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 62 SITE C:\Users\abutsick\appdata\local\temp\AcPublish_14568\26732 - ReportFigs.dwg Apr 12, 2022 - 3:00pm - abutsick Layout Tab: 20Year 2028 Total Lane Group Levels of Service Weekday AM & PM Peak Hours Frederick County, VA 20 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 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 A BA DD B CB D CDE CDCPROPOSED RELOCATION OF ZACHARY ANN LN EC63 Fruit Hill Property April 2022 Transportation Impact Analysis Kittelson & Associates, Inc. 48 Table 8. 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 345 25.1 C 301 30.3 EB Approach C - 25.1 C - 30.3 WB WBL - D 334 41.3 C 325 30.7 WBT - A 165 9.5 B 227 15.0 WB Approach C - 27.2 C - 23.1 SB SBLT - D 225 40.2 C 172 30.8 SBR 640’ C 156 28.9 C 149 28.3 SB Approach C - 33.8 C - 29.2 Overall C - 28.6 C - 27.1 Rest Church Road/I-81 Northbound Ramps1 (#3) Signalized EB EBL - B 234 13.0 E 357 65.8 EBT - B 161 10.4 B 174 14.8 EB Approach B - 11.3 D - 42.1 WB WBT - B 194 13.7 C 221 29.3 WBR - B 89 12.2 C 100 23.1 WB Approach B - 13.4 C - 27.5 NB NBLTR - C 554 33.1 D 928 38.0 NBR 480’ C 424 26.6 B 480 19.4 NB Approach C - 30.0 C - 29.1 Overall B - 18.5 C - 32.3 US 11 (Martinsburg Pike)/Rest Church Road1 (#4) Signalized EB EBL - D 144 40.4 F 224 413.2 EBTR - B 204 16.3 C 160 20.2 EB Approach C - 20.9 F - 259.6 WB WBL 250’ E 50 65.0 D 64 45.4 WBT - C 109 28.2 C 179 29.0 WBR - C 60 27.0 C 102 26.7 WB Approach C - 30.9 C - 29.1 NB NBL 150’ D 126 36.5 D 150 53.1 NBT - C 88 25.8 E 676 56.5 NBR 280’ C 23 24.0 C 139 22.7 NB Approach C - 30.8 D - 54.8 SB SBL 240’ D 173 43.1 D 112 40.5 SBT - C 206 31.6 C 196 31.2 SBR 290’ C 137 25.8 C 143 27.4 SB Approach C - 30.8 C - 30.5 Overall C - 27.4 F - 106.2 1 Maximum queues reported from SimTraffic for signalized intersections. As shown in the figures and Table 8, 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: 64 Fruit Hill Property April 2022 Transportation Impact Analysis Kittelson & Associates, Inc. 49 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. The signal is still forecast to operate below capacity. 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 following improvement strategies were evaluated for their ability to offset the impacts to the surrounding roadway network related to the addition of site-generated trips: • Rest Church Road/I-81 Northbound Ramps (#3) o 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. • US 11/Rest Church Road (#4) o 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) Table 9 illustrate the anticipated operations of the three signalized study intersections during the weekday p.m. peak hour. Appendix J contains the Synchro and SimTraffic outputs for the mitigated scenario. 65 Fruit Hill Property April 2022 Transportation Impact Analysis Kittelson & Associates, Inc. 50 Table 9. 2028 Total Traffic Conditions – Mitigated Intersection Information PM Peak Hour Intersection (#) Traffic Control Approach Lane Group Existing/Proposed turn-lane lengths LOS Back of Queue (feet) Delay (sec) Rest Church Road/I-81 Southbound Ramps1 (#2) Signalized EB EBTR - C 290 26.4 EB Approach C - 26.4 WB WBL - C 300 28.5 WBT - B 204 13.4 WB Approach C - 21.2 SB SBLT - C 178 34.2 SBR 640’ C 166 29.8 SB Approach C - 31.5 Overall C - 25.3 Rest Church Road/I-81 Northbound Ramps1 (#3) Signalized EB EBL - D 321 36.2 EBT - A 93 8.8 EB Approach C - 23.5 WB WBT - C 200 23.8 WBR - C 129 26.2 WB Approach C - 24.5 NB NBL 200’ D 293 43.0 NBTR - C 318 22.7 NBR 480’ C 169 22.7 NB Approach C - 30.6 Overall C - 26.3 US 11 (Martinsburg Pike)/Rest Church Road1 (#4) Signalized EB EBLT - D 198 40.9 EBTR - C 149 32.6 EB Approach D - 35.4 WB WBL 250’ C 40 33.1 WBT - D 116 43.8 WBR - C 80 32.8 WB Approach D - 39.5 NB NBL 150’ D 149 44.9 NBT - C 297 34.4 NBR 280’ C 36 20.0 NB Approach D - 37.3 SB SBL 240’ D 108 42.8 SBT - C 152 28.2 SBR 290’ C 89 25.5 SB Approach C - 28.9 Overall D - 35.1 1 Maximum queues reported for signalized intersections. As shown, by adding a northbound left-turn lane at the Rest Church Road/I-81 Northbound Ramps intersection and converting the eastbound through lane to a shared left-through lane at the US 11/Rest Church Road intersection, the queue spillback issues at each intersection are forecast to be alleviated. As such, it is recommended this scenario be employed after build-out of the proposed Fruit Hill Property development. The SimTraffic queuing analysis illustrated the northbound left-turn lane on the I-81 off- ramp should have at least 300 feet of storage. This is approximately 100 feet greater than the required storage under 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 66 Fruit Hill Property April 2022 Transportation Impact Analysis Kittelson & Associates, Inc. 51 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 10 and Table 11 contain a summary of the turn-lane warrant analysis for right- and left-turn lanes, respectively. Table 10. 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 11. 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 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. 67 Fruit Hill Property April 2022 Transportation Impact Analysis Kittelson & Associates, Inc. 52 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. 68 NC:\Users\abutsick\appdata\local\temp\AcPublish_14568\26732 - ReportFigs.dwg Apr 12, 2022 - 3:00pm - abutsick Layout Tab: 21 Access Management EvaluationFrederick County, VA21Fruit Hill PropertyApril 2022FigureRELOCATED 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)69 Fruit Hill Property April 2022 Transportation Impact Analysis Kittelson & Associates, Inc. 54 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 12 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. 70 SITE N C:\Users\abutsick\appdata\local\temp\AcPublish_14568\26732 - ReportFigs.dwg Apr 12, 2022 - 3:00pm - abutsick Layout Tab: 22Year 2034 Background Traffic Operations Weekday AM & PM Peak Hours Frederick County, VA 22 Fruit Hill Property April 2022 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=27.2 V/C=0.62 64325100 268 469 129 LOS=B Del=15.4 V/C=0.285112130157 189 398 135 LOS=F Del=145.1 V/C=0.87 1734061177179287403 144 111 23 246 138 LOS=E Del=75.7 V/C=1.05 190413149 245 501 205 LOS=C Del=23.0 V/C=0.671493173245 148 399 292 LOS=C Del=26.7 V/C=0.581112146 1 27 62 CM=NB LOS=B Del=11.4 V/C=0.18 71 SITE N C:\Users\abutsick\appdata\local\temp\AcPublish_14568\26732 - ReportFigs.dwg Apr 12, 2022 - 3:00pm - abutsick Layout Tab: 23Year 2034 Bacgkround Lane Group Levels of Service Weekday AM & PM Peak Hours Frederick County, VA 23 Fruit Hill Property April 2022 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 ACC A BA DF B CA D CDE CDC 72 Fruit Hill Property April 2022 Transportation Impact Analysis Kittelson & Associates, Inc. 57 Table 12. 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) Delay (sec) LOS Back of Queue (feet) 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 Ramps1 (#2) Signalized EB EBTR - C 235 25.7 C 221 27.4 EB Approach C - 25.7 C - 27.4 WB WBL - D 338 49.0 C 355 32.4 WBT - A 135 9.0 B 208 14.7 WB Approach D - 38.8 C - 25.0 SB SBLT - F 940 366.0 C 170 31.2 SBR 640’ C 640 26.9 C 126 27.7 SB Approach F - 297.4 C - 29.3 Overall F - 145.1 C - 26.7 Rest Church Road/I-81 Northbound Ramps1 (#3) Signalized EB EBL - B 180 12.4 C 198 23.6 EBT - B 124 10.2 B 166 12.7 EB Approach B - 10.8 B - 16.8 WB WBT - A 206 9.9 C 222 23.6 WBR - A 74 4.6 B 91 19.2 WB Approach A - 8.7 B - 22.3 NB NBLTR - C 242 30.5 C 938 34.3 NBR 480’ C 194 29.5 C 480 20.6 NB Approach C - 30.0 C - 27.7 Overall B - 15.4 C - 23.0 US 11 (Martinsburg Pike)/Rest Church Road1 (#4) Signalized EB EBL - D 144 36.8 F 230 188.4 EBTR - B 195 14.6 C 160 23.3 EB Approach B - 18.8 F - 124.4 WB WBL 250’ E 55 75.4 C 59 34.6 WBT - C 113 28.3 C 173 34.3 WBR - C 49 27.1 C 111 30.1 WB Approach C - 32.1 C - 32.9 NB NBL 150’ D 128 36.5 D 150 52.7 NBT - C 125 25.9 F 1,066 111.0 NBR 280’ C 29 24.0 C 231 24.4 NB Approach C - 30.5 F - 92.2 SB SBL 240’ D 199 46.1 D 108 36.3 SBT - C 288 32.1 C 174 33.1 SBR 290’ C 181 25.7 C 120 28.0 SB Approach C - 31.6 C - 30.9 Overall C - 27.2 E - 75.7 1 Maximum queues reported from SimTraffic. 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: 73 Fruit Hill Property April 2022 Transportation Impact Analysis Kittelson & Associates, Inc. 58 Rest Church Road/I-81 Southbound Ramps (#2) Without any adjustments to signal timing or coordination along the corridor, the southbound left-turn movement is forecast to operate at LOS F with queues spilling back to mainline I-81 Southbound during the weekday a.m. peak hour under year 2034 background traffic conditions. As the signal is still anticipated to operate below capacity, it is likely the delay and queuing issues can be mitigated through changes to signal timing. The impacts of signal timing and coordination changes at this intersection are evaluated subsequently. 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. This is consistent with the levels of queuing anticipated under year 2028 background traffic conditions. 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 ca pacity at LOS F. The queues are forecast to block the upstream end of the lane (i.e., Upstream Block Time) approximately 31 percent of the time during the weekday p.m. peak hour. 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 near capacity at LOS E. POTENTIAL MITIGATION To alleviate the forecast delay and queueing issues projected at the study intersections under year 2034 traffic conditions, the mitigation strategies recommended under year 2028 traffic conditions were explored. Table 13 illustrates the anticipated operations at the signalized study intersections with the following improvements: • Rest Church Road/I-81 Northbound Ramps (#3) o 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. • US 11/Rest Church Road (#4) o 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) 74 Fruit Hill Property April 2022 Transportation Impact Analysis Kittelson & Associates, Inc. 59 With these improvements, updates to signal timing and coordination were also assumed. Appendix M contains the Synchro and SimTraffic output worksheets. Table 13. Year 2034 Background Traffic Conditions – Mitigated Intersection Information AM Peak Hour PM Peak Hour Intersection (#) Traffic Control Approach Lane Group Existing turn-lane lengths LOS Back of Queue (feet) Delay (sec) LOS Back of Queue (feet) Delay (sec) Rest Church Road/I-81 Southbound Ramps1 (#2) Signalized EB EBTR - D 283 35.9 C 214 24.2 EB Approach D - 35.9 C - 24.2 WB WBL - E 432 65.3 D 348 49.6 WBT - C 175 20.1 A 191 4.5 WB Approach D - 53.8 C - 30.5 SB SBLT - D 574 54.5 D 181 36.0 SBR 640’ C 220 20.0 C 126 29.6 SB Approach D - 47.5 C - 32.6 Overall D - 47.1 C - 29.2 Rest Church Road/I-81 Northbound Ramps1 (#3) Signalized EB EBL - A 176 9.5 B 218 17.9 EBT - A 165 9.2 B 129 14.0 EB Approach A - 9.2 B - 15.5 WB WBT - B 207 13.8 C 203 20.4 WBR - B 79 19.4 C 129 33.0 WB Approach B - 15.0 C - 24.1 NB NBL 300’ D 174 36.8 C 298 32.3 NBTR C 105 33.1 C 138 23.5 NBR 480’ C 88 33.1 C 63 23.4 NB Approach C - 33.7 C - 26.2 Overall B - 18.8 C - 22.8 US 11 (Martinsburg Pike)/Rest Church Road2 (#4) Signalized EB EBL - C 103 27.9 D 184 39.5 EBLTR - C 158 31.4 C 202 26.0 EB Approach C - 30.8 C - 30.5 WB WBL 250’ D 31 37.3 C 51 33.0 WBT - D 70 39.5 D 205 44.4 WBR - D 0 36.7 C 84 32.7 WB Approach D - 38.7 C - 39.8 NB NBL 150’ D 91 40.5 D 150 44.7 NBT - C 74 25.9 D 700 40.7 NBR 280’ C 0 24.3 C 255 20.1 NB Approach C - 32.4 D - 41.5 SB SBL 240’ D 148 40.3 D 113 37.1 SBT - C 214 27.9 C 180 28.6 SBR 290’ C 68 24.5 C 122 25.1 SB Approach C - 28.5 C - 28.0 Overall C - 30.8 C - 34.6 1 Maximum queues reported from SimTraffic for the weekday a.m. and weekday p.m. peak hours. 2 Maximum queues reported from SimTraffic for the weekday p.m. peak hour. As shown, the mitigation strategies employed are anticipated to alleviate queueing and delay issues projected under year 2034 background traffic conditions: • Rest Church Road/I-81 Southbound Ramps (#2) o The southbound approach is forecast to operate at LOS D or better and queues are contained within the existing storage as a result of the signal timing changes assumed along the corridor. 75 Fruit Hill Property April 2022 Transportation Impact Analysis Kittelson & Associates, Inc. 60 • Rest Church Road/I-81 Northbound Ramps (#3) o With the addition of the exclusive northbound left-turn lane, the northbound queues are contained on the I-81 Northbound off-ramp during the weekday p.m. peak hour. The analysis illustrates the northbound left-turn lane should have at least 300’ of storage. • US 11/Rest Church Road (#4) o The eastbound left-turn movement is forecast to operate at LOS D or better with queues contained within the existing space between US 11 and the I-81 Northbound ramps. o The northbound through movement is forecast to operate at LOS D or better with reduced queuing. 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 sho wn 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 14 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. 76 SITE N C:\Users\abutsick\appdata\local\temp\AcPublish_14568\26732 - ReportFigs.dwg Apr 12, 2022 - 3:01pm - abutsick Layout Tab: 24Year 2034 Total Traffic Operations Weekday AM & PM Peak Hours Frederick County, VA 24 Fruit Hill Property April 2022 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=28.2 V/C=0.62 216325159 275 488 129 LOS=B Del=18.7 V/C=0.522112282223 249 398 306 LOS=C Del=29.3 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 77 SITE N C:\Users\abutsick\appdata\local\temp\AcPublish_14568\26732 - ReportFigs.dwg Apr 12, 2022 - 3:01pm - abutsick Layout Tab: 25Year 2034 Total Lane Group Levels of Service Weekday AM & PM Peak Hours Frederick County, VA 25 Fruit Hill Property April 2022 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 A BA DD B CB D CDE CDCPROPOSED RELOCATION OF ZACHARY ANN LN EC78 Fruit Hill Property April 2022 Transportation Impact Analysis Kittelson & Associates, Inc. 63 Table 14. 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) 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 8.8 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 Ramps1 (#2) Signalized EB EBTR - C 304 26.0 C 306 33.0 EB Approach C - 26.0 C - 33.0 WB WBL - D 326 41.7 C 339 30.4 WBT - A 182 9.8 B 240 15.2 WB Approach C - 27.9 C - 23.1 SB SBLT - D 254 42.0 C 181 30.7 SBR 640’ C 154 28.9 C 160 28.1 SB Approach C - 34.6 C - 29.1 Overall C - 29.3 C - 28.1 Rest Church Road/I-81 Northbound Ramps1 (#3) Signalized EB EBL - B 258 13.7 F 405 92.4 EBT - B 162 10.8 B 190 15.6 EB Approach B - 11.9 E - 56.5 WB WBT - B 199 13.8 C 227 30.1 WBR - B 77 10.7 C 128 23.6 WB Approach B - 13.2 C - 28.3 NB NBLTR - C 565 34.0 D 928 40.3 NBR 480’ C 438 26.6 B 480 19.1 NB Approach C - 30.4 C - 30.2 Overall B - 18.7 D - 37.1 US 11 (Martinsburg Pike)/Rest Church Road1 (#4) Signalized EB EBL - D 154 40.7 F 228 545.7 EBTR - B 206 16.7 C 144 20.5 EB Approach C - 21.3 F - 340.7 WB WBL 250’ E 46 75.4 D 82 45.9 WBT - C 105 28.3 C 214 29.1 WBR - C 53 27.1 C 118 26.7 WB Approach C - 32.1 C - 29.2 NB NBL 150’ D 128 37.6 D 150 54.2 NBT - C 80 26.0 E 899 55.5 NBR 280’ C 24 24.1 C 203 21.9 NB Approach C - 31.4 D - 54.5 SB SBL 240’ D 184 46.1 D 109 42.0 SBT - C 235 32.5 C 175 30.3 SBR 290’ C 151 26.0 C 164 26.8 SB Approach C - 31.7 C - 30.1 Overall C - 28.2 F - 130.6 1 Maximum queues reported from SimTraffic for signalized intersections. 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: 79 Fruit Hill Property April 2022 Transportation Impact Analysis Kittelson & Associates, Inc. 64 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 Southbound Ramps (#2) Similar to year 2034 background traffic conditions, the southbound approach is forecast to operate at LOS F with queues spilling back onto mainline I-81 Southbound without any assumed signal timing changes. 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 signal is still forecast to operate below capacity. 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 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. The site is anticipated to add eight (8) trips to this movement during the weekday p.m. peak hour. MITIGATION Similar to year 2034 background traffic conditions, the following improvement strategies were evaluated for their ability to offset the impacts to the surrounding roadway network related to the addition of site-generated trips: • Rest Church Road/I-81 Northbound Ramps (#3) o 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. • US 11/Rest Church Road (#4) o 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). 80 Fruit Hill Property April 2022 Transportation Impact Analysis Kittelson & Associates, Inc. 65 With these improvements, updates to signal timing and coordination were also assumed at each signalized study intersection. Table 15 illustrates the anticipated operations with these potential improvements. Appendix O contains the Synchro and SimTraffic output worksheets. Table 15. Year 2034 Total Traffic Conditions – Mitigated Intersection Information AM Peak Hour PM Peak Hour Intersection (#) Traffic Control Approach Lane Group Existing turn-lane lengths LOS Back of Queue (feet) Delay (sec) LOS Back of Queue (feet) Delay (sec) Rest Church Road/I-81 Southbound Ramps1 (#2) Signalized EB EBTR - C 320 26.4 C 305 27.5 EB Approach C - 26.4 C - 27.5 WB WBL - D 320 41.5 C 322 28.0 WBT - B 238 11.4 B 203 13.6 WB Approach C - 28.4 C - 21.1 SB SBLT - D 226 36.4 C 184 34.9 SBR 640’ C 154 27.9 C 146 29.9 SB Approach C - 31.5 C - 31.8 Overall C - 28.8 C - 25.8 Rest Church Road/I-81 Northbound Ramps1 (#3) Signalized EB EBL - B 250 18.3 D 294 39.6 EBT - B 187 12.6 A 102 8.8 EB Approach B - 14.7 C - 25.2 WB WBT - C 204 24.2 C 216 31.5 WBR - C 88 33.8 D 136 44.9 WB Approach C - 26.2 D - 35.4 NB NBL 300’ D 298 36.0 D 291 47.3 NBTR C 355 22.3 C 330 22.8 NBR 480’ C 191 22.3 C 186 22.7 NB Approach C - 27.8 C - 32.3 Overall C - 23.6 C - 31.4 US 11 (Martinsburg Pike)/Rest Church Road2 (#4) Signalized EB EBL - C 109 33.4 D 171 43.4 EBLTR - D 165 38.2 C 197 33.1 EB Approach D - 37.3 D - 36.6 WB WBL 250’ C 28 32.8 C 72 33.0 WBT - C 63 34.7 D 210 44.4 WBR - C 0 32.3 C 96 32.7 WB Approach C - 34.0 D - 39.8 NB NBL 150’ D 90 36.4 D 150 44.8 NBT - C 70 25.6 D 480 37.8 NBR 280’ C 0 23.8 B 139 20.0 NB Approach C - 30.6 D - 39.5 SB SBL 240’ C 133 34.8 D 116 45.0 SBT - C 200 28.3 C 148 28.7 SBR 290’ C 68 24.0 C 135 25.7 SB Approach C - 27.3 C - 29.4 Overall C - 31.7 D - 36.2 1 Maximum queues reported from SimTraffic for the weekday a.m. and weekday p.m. peak hours. 2 Maximum queues reported from SimTraffic for the weekday p.m. peak hour. As shown, the mitigation strategies employed are anticipated to alleviate queueing and delay issues projected under year 2034 total traffic conditions: • Rest Church Road/I-81 Southbound Ramps (#2) o The southbound approach is forecast to operate at LOS D or better and queues are contained within the existing storage as a result of the signal timing changes assumed along the corridor. 81 Fruit Hill Property April 2022 Transportation Impact Analysis Kittelson & Associates, Inc. 66 • Rest Church Road/I-81 Northbound Ramps (#3) o With the addition of the exclusive northbound left-turn lane, the northbound queues are contained on the I-81 Northbound off-ramp during the weekday p.m. peak hour. Similar to year 2034 background traffic conditions, the analysis illustrates the northbound left-turn lane should be designed with at least 300 feet of storage. • US 11/Rest Church Road (#4) o The eastbound left-turn movement is forecast to operate at LOS D or better with queues contained within the existing space between US 11 and the I-81 Northbound ramps. o The northbound through movement is forecast to operate at LOS D or better with reduced queuing. 82 Conclusions and Recommendations 83 Broad Run Estates April 2022 Conclusions and Recommendations Kittelson & Associates, Inc. 68 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 10 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 84 Fruit Hill Property April 2022 Conclusions and Recommendations Kittelson & Associates, Inc. 69 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. ▪ 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. 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 28 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. 85 Fruit Hill Property April 2022 Conclusions and Recommendations Kittelson & Associates, Inc. 70 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 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. ▪ 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. 86 Fruit Hill Property April 2022 Conclusions and Recommendations Kittelson & Associates, Inc. 71 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 through/right lane, additional capacity can be added to the northbound left-turn movement and reduce queue spillback. 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 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. 87 Fruit Hill Property April 2022 Conclusions and Recommendations Kittelson & Associates, Inc. 72 ▪ 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 Southbound Ramps (Study Intersection #2): Without any adjustments to signal timing or coordination along the corridor, the southbound left-turn movement is forecast to operate at LOS F with queues spilling back to mainline I-81 Southbound during the weekday a.m. peak hour under year 2034 background traffic conditions. ▪ As the signal is still anticipated to operate below capacity, the delay and queuing issues are anticipated to be mitigated through adjustments to signal timing. 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. ▪ 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 a shared through/right lane. 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 88 Fruit Hill Property April 2022 Conclusions and Recommendations Kittelson & Associates, Inc. 73 LOS F. The queues are forecast to block the upstream end of the lane approximately 31 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 Southbound Ramps (Study Intersection #2): Similar to year 2034 background traffic conditions, the southbound left-turn movement is forecast to operate at LOS F with queues spilling back onto mainline I-81 Southbound without any assumed signal timing changes. ▪ Similar to year 2024 background traffic conditions, the southbound left-turn queues can be addressed through adjustments to existing signal timing. No physical improvements are recommended at this intersection. 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. ▪ Similar to year 2024 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 a shared through-right lane. 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 89 Fruit Hill Property April 2022 Conclusions and Recommendations Kittelson & Associates, Inc. 74 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. 90 References 91 Fruit Hill Property April 2022 References Kittelson & Associates, Inc. 76 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. 92 Appendix A Scoping Letter 93 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 94 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 95 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 96 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). 97 98 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 99 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, VA100 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 101 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) 102 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 103 Appendix B 2016 and 2021 Turning Movement Counts 104 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 1 105 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 1 106 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 1 107 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 1 108 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 1 109 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 1 110 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 1 111 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 1 112 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 1 113 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 1 114 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 1 115 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 | 28 116 Appendix C Level of Service Description 117 Fruit Hill Property March 2022 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). 118 Fruit Hill Property March 2022 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. 119 Fruit Hill Property March 2022 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 service 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 >50.0 120 Appendix D Existing Conditions Operational Worksheets 121 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 - 122 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 51.7 4.2 34.3 10.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 11.2 51.7 4.2 34.3 10.6 Queue Length 50th (ft) 18 200 5 49 0 Queue Length 95th (ft) 46 281 16 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 123 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 1.69 0.83 1.00 1.00 Incremental Delay, d2 0.4 5.7 0.1 1.2 0.3 Delay (s) 21.0 49.5 4.0 31.4 29.1 Level of Service C D A C C Approach Delay (s) 21.0 37.6 0.0 30.2 Approach LOS C D A C Intersection Summary HCM 2000 Control Delay 30.9 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 124 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 96 129 123 v/c Ratio 0.20 0.06 0.22 0.11 0.40 0.35 Control Delay 7.8 5.9 11.1 1.1 5.8 4.5 Queue Delay 0.0 0.0 0.3 0.0 0.0 0.0 Total Delay 7.8 5.9 11.4 1.1 5.8 4.5 Queue Length 50th (ft) 26 19 40 0 0 0 Queue Length 95th (ft) 50 33 74 2 22 17 Internal Link Dist (ft) 481 191 609 Turn Bay Length (ft) 480 Base Capacity (vph) 439 2354 1777 875 390 432 Starvation Cap Reductn 0 0 785 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 0.20 0.06 0.40 0.11 0.33 0.28 Intersection Summary 125 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 0.92 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.98 1.00 Satd. Flow (prot) 1165 3438 3505 1568 1267 1490 Flt Permitted 0.43 1.00 1.00 1.00 0.98 1.00 Satd. Flow (perm) 525 3438 3505 1568 1267 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 49 0 112 107 0 0 0 Lane Group Flow (vph) 89 132 0 0 396 47 0 17 16 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) 54.8 54.8 38.9 38.9 10.3 10.3 Effective Green, g (s) 54.8 54.8 38.9 38.9 10.3 10.3 Actuated g/C Ratio 0.68 0.68 0.49 0.49 0.13 0.13 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) 421 2355 1704 762 163 191 v/s Ratio Prot c0.02 0.04 c0.11 v/s Ratio Perm 0.12 0.03 0.01 0.01 v/c Ratio 0.21 0.06 0.23 0.06 0.10 0.08 Uniform Delay, d1 4.8 4.1 11.9 10.9 30.8 30.7 Progression Factor 1.49 1.38 0.87 1.74 1.00 1.00 Incremental Delay, d2 0.3 0.0 0.3 0.1 0.6 0.4 Delay (s) 7.5 5.8 10.6 19.0 31.3 31.1 Level of Service A A B B C C Approach Delay (s) 6.4 12.3 31.2 0.0 Approach LOS A B C A Intersection Summary HCM 2000 Control Delay 15.9 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 126 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 0.27 0.07 0.24 0.11 0.33 0.11 0.02 0.60 0.38 0.49 Control Delay 32.9 17.4 34.1 33.9 0.6 38.6 21.8 0.1 46.5 23.7 4.9 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 32.9 17.4 34.1 33.9 0.6 38.6 21.8 0.1 46.5 23.7 4.9 Queue Length 50th (ft) 33 34 6 23 0 27 24 0 61 91 0 Queue Length 95th (ft) 67 98 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) 258 996 174 404 399 176 594 671 222 629 788 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 0.27 0.07 0.24 0.11 0.32 0.11 0.02 0.59 0.37 0.48 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 127 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 31 0 0 0 35 0 0 11 0 0 281 Lane Group Flow (vph) 86 240 0 13 97 8 57 64 3 132 235 100 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 23.0 1.4 14.5 14.5 8.6 19.1 19.1 9.9 20.9 20.9 Effective Green, g (s) 9.9 23.0 1.4 14.5 14.5 8.6 19.1 19.1 9.9 20.9 20.9 Actuated g/C Ratio 0.12 0.29 0.02 0.18 0.18 0.11 0.24 0.24 0.12 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) 214 964 31 635 292 173 444 385 221 491 417 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 0.15 0.03 0.33 0.14 0.01 0.60 0.48 0.24 Uniform Delay, d1 32.3 21.9 38.9 27.6 26.9 33.0 24.0 23.2 33.2 24.9 23.3 Progression Factor 0.86 0.87 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.7 0.2 18.0 0.2 0.1 1.5 0.7 0.0 5.0 3.3 1.3 Delay (s) 29.5 19.1 56.9 27.8 27.0 34.6 24.7 23.3 38.2 28.3 24.6 Level of Service C B E C C C C C D C C Approach Delay (s) 21.6 30.1 28.7 28.2 Approach LOS C C C C Intersection Summary HCM 2000 Control Delay 26.7 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 128 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) 134 172 200 46 111 96 48 119 101 29 176 202 Average Queue (ft) 71 78 104 14 46 34 23 51 32 6 84 96 95th Queue (ft) 123 138 174 39 88 79 49 100 76 22 145 168 Link Distance (ft) 198 198 198 427 427 427 1388 980 Upstream Blk Time (%) 0 1 Queuing Penalty (veh) 0 1 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) 117 Average Queue (ft) 54 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: 2 129 130 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 - 131 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 13.2 33.8 11.0 33.9 11.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 13.2 33.8 11.0 33.9 11.0 Queue Length 50th (ft) 29 136 19 52 0 Queue Length 95th (ft) 60 218 78 92 47 Internal Link Dist (ft) 202 481 849 Turn Bay Length (ft) 640 Base Capacity (vph) 1492 468 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 132 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 0.92 1.99 1.00 1.00 Incremental Delay, d2 0.3 5.0 0.1 1.2 0.5 Delay (s) 18.8 30.7 10.4 31.1 29.2 Level of Service B C B C C Approach Delay (s) 18.8 20.8 0.0 29.9 Approach LOS B C A C Intersection Summary HCM 2000 Control Delay 22.3 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 133 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 18.6 12.0 19.2 1.5 31.5 4.8 Queue Delay 0.0 0.0 0.0 0.0 0.6 0.1 Total Delay 18.6 12.0 19.2 1.5 32.1 4.9 Queue Length 50th (ft) 38 26 46 0 114 0 Queue Length 95th (ft) 87 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 14 0 0 48 57 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.35 0.11 0.36 0.17 0.63 0.40 Intersection Summary 134 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 1.34 1.07 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) 14.8 10.3 17.5 19.1 32.3 21.8 Level of Service B B B B C C Approach Delay (s) 12.2 17.9 27.3 0.0 Approach LOS B B C A Intersection Summary HCM 2000 Control Delay 20.2 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 135 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 0.99 0.27 0.09 0.28 0.25 0.34 0.89 0.02 0.40 0.43 0.47 Control Delay 81.1 13.7 34.8 32.8 1.2 36.5 56.4 0.0 40.0 31.5 4.6 Queue Delay 25.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 106.6 13.7 34.8 32.8 1.2 36.5 56.4 0.0 40.0 31.5 4.6 Queue Length 50th (ft) ~153 18 7 30 0 32 193 0 35 78 0 Queue Length 95th (ft) #339 53 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) 353 909 163 511 535 244 436 598 193 421 621 Starvation Cap Reductn 27 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 1.08 0.25 0.09 0.24 0.24 0.28 0.89 0.02 0.39 0.43 0.47 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. 136 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 73 0 0 0 113 0 0 8 0 0 224 Lane Group Flow (vph) 351 156 0 15 125 17 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) 15.9 18.9 7.3 10.3 10.3 9.6 18.6 18.6 8.6 18.1 18.1 Effective Green, g (s) 15.9 18.9 7.3 10.3 10.3 9.6 18.6 18.6 8.6 18.1 18.1 Actuated g/C Ratio 0.20 0.24 0.09 0.13 0.13 0.12 0.23 0.23 0.11 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) 351 773 164 446 207 206 437 338 190 421 358 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 1.00 0.20 0.09 0.28 0.08 0.33 0.89 0.01 0.40 0.43 0.18 Uniform Delay, d1 32.0 24.5 33.3 31.5 30.7 32.3 29.7 23.6 33.3 26.5 25.0 Progression Factor 1.01 0.92 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 47.3 0.6 0.5 0.7 0.4 1.3 21.1 0.0 1.9 1.5 0.5 Delay (s) 79.5 23.2 33.8 32.2 31.0 33.6 50.9 23.6 35.2 28.0 25.5 Level of Service E C C C C C D C D C C Approach Delay (s) 57.3 31.7 47.7 27.7 Approach LOS E C D C Intersection Summary HCM 2000 Control Delay 42.5 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 137 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: 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) 218 130 149 47 89 93 95 149 416 84 99 142 Average Queue (ft) 168 39 52 9 33 39 43 60 201 8 41 71 95th Queue (ft) 239 98 104 33 72 81 76 144 396 57 83 128 Link Distance (ft) 195 195 195 427 427 427 945 980 Upstream Blk Time (%) 10 0 0 Queuing Penalty (veh) 16 0 0 Storage Bay Dist (ft) 250 150 280 240 Storage Blk Time (%) 0 23 0 Queuing Penalty (veh) 1 16 0 Intersection: 4: US 11 & Rest Church Rd Movement SB Directions Served R Maximum Queue (ft) 86 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) 138 Appendix E Existing Conditions – Mitigation Operational Worksheets 139 Timings Fruit Hill Property 2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2021 Existing - Mitigation Strategy #1 Fruit Hill Property Synchro 11 Report Weekday PM - 2021 Existing - Mitigation Strategy #1 Page 1 Lane Group EBT WBL WBT SBT SBR Lane Configurations Traffic Volume (vph) 212 257 245 3 152 Future Volume (vph) 212 257 245 3 152 Turn Type NA Prot NA NA Perm Protected Phases 2 1 6 3 Permitted Phases 3 Detector Phase 2 1 6 3 3 Switch Phase Minimum Initial (s) 14.0 9.0 14.0 12.0 12.0 Minimum Split (s) 20.2 15.1 20.2 20.0 20.0 Total Split (s) 24.0 31.0 55.0 25.0 25.0 Total Split (%) 30.0% 38.8% 68.8% 31.3% 31.3% Yellow Time (s) 4.4 3.4 4.4 3.8 3.8 All-Red Time (s) 1.8 2.7 1.8 4.2 4.2 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.2 6.1 6.2 8.0 8.0 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Recall Mode C-Min Min C-Min None None Act Effct Green (s) 27.5 19.1 52.8 13.0 13.0 Actuated g/C Ratio 0.34 0.24 0.66 0.16 0.16 v/c Ratio 0.26 0.69 0.14 0.39 0.52 Control Delay 13.4 30.3 12.9 34.0 11.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 13.4 30.3 12.9 34.0 11.0 LOS B C B C B Approach Delay 13.4 21.8 20.0 Approach LOS B C C Intersection Summary Cycle Length: 80 Actuated Cycle Length: 80 Offset: 72 (90%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.69 Intersection Signal Delay: 18.8 Intersection LOS: B Intersection Capacity Utilization 52.8% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 2: I-81 SB Ramps & Rest Church Rd 140 Queues Fruit Hill Property 2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2021 Existing - Mitigation Strategy #1 Fruit Hill Property Synchro 11 Report Weekday PM - 2021 Existing - Mitigation Strategy #1 Page 2 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 30.3 12.9 34.0 11.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 13.4 30.3 12.9 34.0 11.0 Queue Length 50th (ft) 29 123 45 52 0 Queue Length 95th (ft) 60 203 88 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 141 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2021 Existing - Mitigation Strategy #1 Fruit Hill Property Synchro 11 Report Weekday PM - 2021 Existing - Mitigation Strategy #1 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) 27.6 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 0.82 2.34 1.00 1.00 Incremental Delay, d2 0.3 4.8 0.1 1.2 0.5 Delay (s) 18.9 27.5 12.1 31.2 29.3 Level of Service B C B C C Approach Delay (s) 18.9 20.0 0.0 30.0 Approach LOS B C A C Intersection Summary HCM 2000 Control Delay 21.9 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 142 Timings Fruit Hill Property 3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2021 Existing - Mitigation Strategy #1 Fruit Hill Property Synchro 11 Report Weekday PM - 2021 Existing - Mitigation Strategy #1 Page 4 Lane Group EBL EBT WBT WBR NBT NBR Lane Configurations Traffic Volume (vph) 131 177 335 86 2 328 Future Volume (vph) 131 177 335 86 2 328 Turn Type pm+pt NA NA Perm NA Perm Protected Phases 5 2 6 4 Permitted Phases 2 6 4 Detector Phase 5 2 6 6 4 4 Switch Phase Minimum Initial (s) 9.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 17.2 18.2 18.2 18.2 16.7 16.7 Total Split (s) 20.0 45.0 25.0 25.0 35.0 35.0 Total Split (%) 25.0% 56.3% 31.3% 31.3% 43.8% 43.8% Yellow Time (s) 4.3 4.3 4.3 4.3 3.8 3.8 All-Red Time (s) 3.9 3.9 3.9 3.9 2.9 2.9 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 8.2 8.2 8.2 8.2 6.7 6.7 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Recall Mode None C-Min C-Min C-Min Min Min Act Effct Green (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 0.28 0.28 v/c Ratio 0.35 0.11 0.36 0.17 0.72 0.43 Control Delay 17.5 12.2 17.7 1.4 32.3 4.9 Queue Delay 0.0 0.0 0.0 0.0 0.7 0.1 Total Delay 17.5 12.2 17.7 1.4 33.0 5.0 LOS B B B A C A Approach Delay 14.5 14.4 19.5 Approach LOS B B B Intersection Summary Cycle Length: 80 Actuated Cycle Length: 80 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBT, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.72 Intersection Signal Delay: 16.5 Intersection LOS: B Intersection Capacity Utilization 52.8% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 3: I-81 NB Ramps & Rest Church Rd 143 Queues Fruit Hill Property 3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2021 Existing - Mitigation Strategy #1 Fruit Hill Property Synchro 11 Report Weekday PM - 2021 Existing - Mitigation Strategy #1 Page 5 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 17.5 12.2 17.7 1.4 32.3 4.9 Queue Delay 0.0 0.0 0.0 0.0 0.7 0.1 Total Delay 17.5 12.2 17.7 1.4 33.0 5.0 Queue Length 50th (ft) 36 25 45 0 114 0 Queue Length 95th (ft) 73 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 46 53 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.34 0.11 0.36 0.17 0.65 0.41 Intersection Summary 144 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2021 Existing - Mitigation Strategy #1 Fruit Hill Property 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) 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 1.28 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) 14.1 10.6 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 145 Timings Fruit Hill Property 4: US 11 & Rest Church Rd Weekday PM - 2021 Existing - Mitigation Strategy #1 Fruit Hill Property Synchro 11 Report Weekday PM - 2021 Existing - Mitigation Strategy #1 Page 7 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 305 117 13 109 113 60 339 9 66 158 252 Future Volume (vph) 305 117 13 109 113 60 339 9 66 158 252 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 Detector Phase 3 8 7 4 4 5 2 2 1 6 6 Switch Phase Minimum Initial (s) 7.0 8.0 7.0 8.0 8.0 8.0 10.0 10.0 8.0 10.0 10.0 Minimum Split (s) 14.1 13.5 13.8 13.2 13.2 15.6 15.8 15.8 16.5 16.2 16.2 Total Split (s) 26.3 25.7 13.8 13.2 13.2 16.5 24.0 24.0 16.5 24.0 24.0 Total Split (%) 32.9% 32.1% 17.3% 16.5% 16.5% 20.6% 30.0% 30.0% 20.6% 30.0% 30.0% Yellow Time (s) 3.4 4.5 3.0 3.4 3.4 3.8 4.8 4.8 4.3 5.2 5.2 All-Red Time (s) 3.7 1.0 3.8 1.8 1.8 3.8 1.0 1.0 4.2 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 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 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode C-Min C-Min Min Min Min Min Min Min Min Min Min Act Effct Green (s) 19.0 19.9 7.1 8.0 8.0 8.6 18.4 18.4 8.0 18.3 18.3 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 v/c Ratio 0.84 0.26 0.09 0.36 0.27 0.38 0.90 0.02 0.43 0.43 0.47 Control Delay 48.5 13.1 35.2 36.8 1.4 39.4 57.5 0.0 42.0 30.3 4.4 Queue Delay 31.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 80.1 13.1 35.2 36.8 1.4 39.4 57.5 0.0 42.0 30.3 4.4 LOS F B D D A D E A D C A Approach Delay 53.7 19.7 53.6 18.2 Approach LOS D B D B Intersection Summary Cycle Length: 80 Actuated Cycle Length: 80 Offset: 58 (73%), Referenced to phase 3:EBL and 8:EBT, Start of Green Natural Cycle: 80 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.90 Intersection Signal Delay: 38.3 Intersection LOS: D Intersection Capacity Utilization 64.3% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 4: US 11 & Rest Church Rd 146 Queues Fruit Hill Property 4: US 11 & Rest Church Rd Weekday PM - 2021 Existing - Mitigation Strategy #1 Fruit Hill Property Synchro 11 Report Weekday PM - 2021 Existing - Mitigation Strategy #1 Page 8 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 0.84 0.26 0.09 0.36 0.27 0.38 0.90 0.02 0.43 0.43 0.47 Control Delay 48.5 13.1 35.2 36.8 1.4 39.4 57.5 0.0 42.0 30.3 4.4 Queue Delay 31.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 80.1 13.1 35.2 36.8 1.4 39.4 57.5 0.0 42.0 30.3 4.4 Queue Length 50th (ft) 148 18 7 31 0 33 191 0 36 79 0 Queue Length 95th (ft) #299 54 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) 424 897 159 348 475 191 431 595 177 425 623 Starvation Cap Reductn 86 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 1.04 0.26 0.09 0.36 0.27 0.36 0.90 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. 147 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 4: US 11 & Rest Church Rd Weekday PM - 2021 Existing - Mitigation Strategy #1 Fruit Hill Property Synchro 11 Report Weekday PM - 2021 Existing - Mitigation Strategy #1 Page 9 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) 19.0 19.9 7.1 8.0 8.0 8.6 18.4 18.4 8.0 18.3 18.3 Effective Green, g (s) 19.0 19.9 7.1 8.0 8.0 8.6 18.4 18.4 8.0 18.3 18.3 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) 420 814 160 347 161 184 432 334 177 426 362 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 0.84 0.19 0.09 0.36 0.08 0.38 0.90 0.01 0.43 0.43 0.18 Uniform Delay, d1 29.0 23.7 33.5 33.6 32.7 33.2 29.9 23.8 33.9 26.4 24.8 Progression Factor 1.03 0.89 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 17.1 0.5 0.5 1.3 0.5 1.7 22.9 0.0 2.3 1.4 0.5 Delay (s) 46.9 21.7 34.0 34.9 33.1 35.0 52.8 23.8 36.1 27.8 25.3 Level of Service D C C C C C D C D C C Approach Delay (s) 36.9 34.0 49.6 27.7 Approach LOS D C D C Intersection Summary HCM 2000 Control Delay 37.0 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 148 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) 216 99 126 45 84 96 94 149 416 138 94 155 Average Queue (ft) 147 36 49 10 33 41 44 54 193 9 40 68 95th Queue (ft) 224 76 97 34 72 84 78 132 350 72 81 124 Link Distance (ft) 195 195 195 427 427 427 945 980 Upstream Blk Time (%) 4 0 0 Queuing Penalty (veh) 8 0 0 Storage Bay Dist (ft) 250 150 280 240 Storage Blk Time (%) 0 21 0 Queuing Penalty (veh) 0 15 0 Intersection: 4: US 11 & Rest Church Rd Movement SB Directions Served R Maximum Queue (ft) 93 Average Queue (ft) 39 95th Queue (ft) 72 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: 25 149 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 0.70 0.14 0.39 0.52 Control Delay 13.2 34.8 10.9 33.9 11.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 13.2 34.8 10.9 33.9 11.0 Queue Length 50th (ft) 29 136 19 52 0 Queue Length 95th (ft) 60 219 78 92 47 Internal Link Dist (ft) 202 481 849 Turn Bay Length (ft) 640 Base Capacity (vph) 1492 468 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 150 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) 27.7 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 0.95 1.98 1.00 1.00 Incremental Delay, d2 0.3 5.0 0.1 1.2 0.5 Delay (s) 18.8 31.7 10.4 31.1 29.2 Level of Service B C B C C Approach Delay (s) 18.8 21.3 0.0 29.9 Approach LOS B C A C Intersection Summary HCM 2000 Control Delay 22.5 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 151 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 18.3 11.8 25.3 4.0 32.3 4.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 18.3 11.8 25.3 4.0 32.3 4.9 Queue Length 50th (ft) 38 26 75 0 114 0 Queue Length 95th (ft) 87 41 132 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 10 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 152 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 1.35 1.08 0.99 3.60 1.00 1.00 Incremental Delay, d2 0.7 0.1 0.9 0.2 7.4 0.4 Delay (s) 14.8 10.3 23.0 73.3 32.9 22.0 Level of Service B B C E C C Approach Delay (s) 12.2 33.3 27.6 0.0 Approach LOS B C C A Intersection Summary HCM 2000 Control Delay 25.7 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 153 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 0.71 0.66 0.08 0.34 0.34 0.38 0.67 0.02 0.42 0.32 0.42 Control Delay 45.8 32.1 33.8 36.2 2.5 39.4 31.1 0.0 41.8 23.5 4.9 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 45.8 32.1 33.8 36.2 2.5 39.4 31.1 0.0 41.8 23.5 4.9 Queue Length 50th (ft) 90 75 7 31 0 33 171 0 36 71 0 Queue Length 95th (ft) #186 135 24 55 0 69 253 0 75 118 47 Internal Link Dist (ft) 191 394 920 966 Turn Bay Length (ft) 250 150 280 240 290 Base Capacity (vph) 292 613 189 364 380 191 594 610 179 583 694 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 0.67 0.62 0.08 0.34 0.34 0.36 0.66 0.02 0.42 0.31 0.42 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 154 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 37 0 0 0 116 0 0 7 0 0 200 Lane Group Flow (vph) 197 346 0 15 125 14 69 390 3 76 182 90 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) 13.8 13.8 8.4 8.4 8.4 8.6 24.7 24.7 8.1 24.7 24.7 Effective Green, g (s) 13.8 13.8 8.4 8.4 8.4 8.6 24.7 24.7 8.1 24.7 24.7 Actuated g/C Ratio 0.17 0.17 0.11 0.11 0.11 0.11 0.31 0.31 0.10 0.31 0.31 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) 277 547 189 364 169 184 580 449 179 575 488 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 0.71 0.63 0.08 0.34 0.08 0.38 0.67 0.01 0.42 0.32 0.18 Uniform Delay, d1 31.2 30.7 32.3 33.2 32.3 33.2 24.1 19.2 33.8 21.2 20.3 Progression Factor 0.99 0.98 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 8.6 2.6 0.4 1.2 0.4 1.7 6.1 0.0 2.2 1.4 0.8 Delay (s) 39.4 32.6 32.7 34.4 32.7 35.0 30.2 19.2 36.0 22.6 21.1 Level of Service D C C C C C C B D C C Approach Delay (s) 34.9 33.5 30.7 23.7 Approach LOS C C C C Intersection Summary HCM 2000 Control Delay 30.3 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 155 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: 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) 180 202 169 34 86 92 72 149 264 38 94 145 Average Queue (ft) 77 107 73 6 32 38 38 47 135 5 37 63 95th Queue (ft) 139 172 133 23 71 77 64 116 226 23 78 117 Link Distance (ft) 195 195 195 415 415 415 945 977 Upstream Blk Time (%) 0 0 0 Queuing Penalty (veh) 0 1 0 Storage Bay Dist (ft) 250 150 280 240 Storage Blk Time (%) 0 7 Queuing Penalty (veh) 0 5 Intersection: 4: US 11 & Rest Church Rd Movement SB Directions Served R Maximum Queue (ft) 81 Average Queue (ft) 36 95th Queue (ft) 68 Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 290 Storage Blk Time (%) Queuing Penalty (veh) 156 Appendix F In-Process Site Trips 157 Fruit Hill Property - In-Process Trips ITE Trip Gen 11th Ed Arogas Parcel Total In Out Total In Out Strip Retail Plaza 822 22.570 1,000 S.F.1,182 53 32 21 149 75 74 (473)(22)(11)(11)(60)(30)(30) 709 31 21 10 89 45 44 Parcel 33-A-12 Total In Out Total In Out Light Industrial 110 150.000 1,000 S.F.731 111 98 13 98 14 84 731 111 98 13 98 14 84 Light Property Total In Out Total In Out Light Industrial 110 102.500 1,000 S.F.499 76 67 9 67 9 58 499 76 67 9 67 9 58 Whitehall Commerce Center (Undeveloped Portion) Total In Out Total In Out Light Industrial 110 162.000 1,000 S.F.789 120 106 14 105 15 90 789 120 106 14 105 15 90 ITE Code Units Weekday Daily Peak Hour Adjacent Street Weekday AM Peak Hour Weekday PM Peak Hour Peak Hour Adjacent Street Weekday AM Peak Hour Weekday PM Peak HourWeekday Daily Peak Hour Adjacent Street Weekday AM Peak Hour Weekday PM Peak HourWeekday Daily Net New Trips Land Use ITE Code Units Weekday Daily Net New Trips Pass-bys (40% AM/PM) Net New Trips Land Use ITE Code Units Net New Trips Land Use ITE Code Units Land Use Peak Hour Adjacent Street Weekday AM Peak Hour Weekday PM Peak Hour 158 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 8 159 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 -1-3160 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 161 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 162 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 9 163 Appendix G 2028 Background Traffic Conditions Operational Worksheets 164 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 - 165 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 0.73 0.41 Control Delay 13.2 51.1 8.6 46.0 9.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 13.2 51.1 8.6 46.0 9.6 Queue Length 50th (ft) 24 227 7 108 0 Queue Length 95th (ft) 52 314 47 #205 45 Internal Link Dist (ft) 202 481 849 Turn Bay Length (ft) 640 Base Capacity (vph) 1045 667 1670 330 342 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 0.70 0.40 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 166 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) 0 219 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) 20.7 24.3 51.1 14.7 14.7 Effective Green, g (s) 20.7 24.3 51.1 14.7 14.7 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) 897 542 1658 316 223 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 0.73 0.11 Uniform Delay, d1 23.5 25.4 5.5 30.8 27.2 Progression Factor 1.00 1.64 1.46 1.00 1.00 Incremental Delay, d2 0.6 7.2 0.1 9.1 0.3 Delay (s) 24.1 48.9 8.2 39.9 27.5 Level of Service C D A D C Approach Delay (s) 24.1 38.6 0.0 35.3 Approach LOS C D A D Intersection Summary HCM 2000 Control Delay 33.6 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 167 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) 95 262 447 124 190 186 v/c Ratio 0.23 0.12 0.27 0.15 0.54 0.49 Control Delay 11.3 9.0 10.9 1.2 11.3 9.2 Queue Delay 0.0 0.0 0.3 0.0 0.0 0.0 Total Delay 11.3 9.0 11.2 1.2 11.3 9.2 Queue Length 50th (ft) 28 39 42 0 3 0 Queue Length 95th (ft) m56 m72 110 0 55 51 Internal Link Dist (ft) 481 191 609 Turn Bay Length (ft) 480 Base Capacity (vph) 414 2304 1732 857 409 445 Starvation Cap Reductn 0 0 661 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 0.42 0.14 0.46 0.42 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. 168 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 0.90 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.98 1.00 Satd. Flow (prot) 1165 3438 3505 1568 1319 1490 Flt Permitted 0.40 1.00 1.00 1.00 0.98 1.00 Satd. Flow (perm) 494 3438 3505 1568 1319 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 67 0 155 158 0 0 0 Lane Group Flow (vph) 95 262 0 0 447 57 0 35 28 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) 53.0 53.0 36.7 36.7 12.1 12.1 Effective Green, g (s) 53.0 53.0 36.7 36.7 12.1 12.1 Actuated g/C Ratio 0.66 0.66 0.46 0.46 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) 395 2277 1607 719 199 225 v/s Ratio Prot c0.02 0.08 c0.13 v/s Ratio Perm 0.13 0.04 0.03 0.02 v/c Ratio 0.24 0.12 0.28 0.08 0.17 0.13 Uniform Delay, d1 5.5 4.9 13.4 12.2 29.6 29.4 Progression Factor 1.72 1.64 0.72 0.45 1.00 1.00 Incremental Delay, d2 0.4 0.1 0.4 0.2 0.9 0.5 Delay (s) 9.8 8.2 10.0 5.7 30.5 29.9 Level of Service A A A A C C Approach Delay (s) 8.6 9.1 30.2 0.0 Approach LOS A A C A Intersection Summary HCM 2000 Control Delay 15.0 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 169 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 0.51 0.48 0.09 0.33 0.12 0.45 0.13 0.03 0.68 0.45 0.52 Control Delay 38.0 11.8 34.7 35.2 0.6 42.3 22.1 0.1 52.2 25.3 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 38.0 12.5 34.7 35.2 0.6 42.3 22.1 0.1 52.2 25.3 5.1 Queue Length 50th (ft) 40 41 7 32 0 37 29 0 73 114 0 Queue Length 95th (ft) 112 #98 26 60 0 81 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) 259 1061 170 403 398 178 581 661 225 613 796 Starvation Cap Reductn 0 245 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 0.63 0.09 0.33 0.12 0.45 0.13 0.03 0.68 0.44 0.51 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 170 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 38 0 0 16 0 0 307 Lane Group Flow (vph) 118 396 0 16 133 9 80 74 5 154 269 102 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) 10.6 23.7 1.4 14.5 14.5 8.8 18.2 18.2 10.1 20.0 20.0 Effective Green, g (s) 10.6 23.7 1.4 14.5 14.5 8.8 18.2 18.2 10.1 20.0 20.0 Actuated g/C Ratio 0.13 0.30 0.02 0.18 0.18 0.11 0.23 0.23 0.13 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) 230 946 31 635 292 177 423 367 225 470 399 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 0.06 v/c Ratio 0.51 0.42 0.52 0.21 0.03 0.45 0.17 0.01 0.68 0.57 0.26 Uniform Delay, d1 32.3 22.6 39.0 27.9 27.0 33.3 24.9 23.9 33.4 26.3 24.0 Progression Factor 0.94 0.60 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.5 0.4 26.0 0.3 0.1 2.5 0.9 0.1 9.0 5.0 1.5 Delay (s) 32.8 14.0 65.0 28.2 27.0 35.8 25.8 24.0 42.4 31.3 25.6 Level of Service C B E C C D C C D C C Approach Delay (s) 17.5 30.9 30.2 30.5 Approach LOS B C C C Intersection Summary HCM 2000 Control Delay 26.1 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 171 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: 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) 158 92 245 334 124 44 236 98 Average Queue (ft) 52 18 111 204 35 2 119 44 95th Queue (ft) 118 59 196 302 91 24 202 79 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) 172 78 158 191 182 65 239 185 Average Queue (ft) 69 26 79 94 51 29 105 48 95th Queue (ft) 138 63 140 167 121 57 191 116 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) 172 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) 134 172 200 46 111 96 48 119 101 29 176 202 Average Queue (ft) 71 78 104 14 46 34 23 51 32 6 84 96 95th Queue (ft) 123 138 174 39 88 79 49 100 76 22 145 168 Link Distance (ft) 198 198 198 427 427 427 1388 980 Upstream Blk Time (%) 0 1 Queuing Penalty (veh) 0 1 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) 117 Average Queue (ft) 54 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: 2 173 174 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 - 175 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 0.39 0.77 0.17 0.51 0.51 Control Delay 17.4 38.3 15.8 34.3 9.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 17.4 38.3 15.8 34.3 9.5 Queue Length 50th (ft) 39 230 65 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) 1103 567 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 0.77 0.17 0.35 0.41 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 176 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) 0 120 0 0 0 0 0 0 0 0 0 151 Lane Group Flow (vph) 0 301 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) 19.2 25.6 50.9 14.9 14.9 Effective Green, g (s) 19.2 25.6 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) 966 566 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 0.77 0.17 0.51 0.16 Uniform Delay, d1 25.0 24.5 5.9 29.3 27.3 Progression Factor 1.00 1.15 2.38 1.00 1.00 Incremental Delay, d2 0.8 5.6 0.2 1.8 0.5 Delay (s) 25.8 33.8 14.3 31.1 27.8 Level of Service C C B C C Approach Delay (s) 25.8 25.6 0.0 29.4 Approach LOS C C A C Intersection Summary HCM 2000 Control Delay 26.5 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 177 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 25.7 13.9 23.9 4.9 32.3 4.7 Queue Delay 0.0 0.0 0.3 0.3 7.3 0.5 Total Delay 25.7 13.9 24.3 5.1 39.7 5.2 Queue Length 50th (ft) 45 39 123 0 127 0 Queue Length 95th (ft) 113 60 m182 m9 216 51 Internal Link Dist (ft) 481 191 609 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 7 0 0 138 165 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.44 0.15 0.62 0.43 0.88 0.53 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. 178 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 1.68 1.16 0.83 0.77 1.00 1.00 Incremental Delay, d2 1.2 0.2 1.8 0.6 8.3 0.5 Delay (s) 21.2 12.3 22.3 17.4 33.1 21.0 Level of Service C B C B C C Approach Delay (s) 15.7 20.8 27.2 0.0 Approach LOS B C C A Intersection Summary HCM 2000 Control Delay 21.9 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 179 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 0.55 0.28 0.80 1.05 0.02 0.45 0.54 0.53 Control Delay 160.5 13.8 36.0 36.3 1.3 58.6 92.1 0.1 41.8 35.9 6.3 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 161.6 13.8 36.0 36.5 1.3 59.2 92.1 0.1 41.8 35.9 6.3 Queue Length 50th (ft) ~280 27 12 66 0 94 ~246 0 40 87 0 Queue Length 95th (ft) #451 58 34 102 0 #192 #404 0 81 149 44 Internal Link Dist (ft) 191 394 920 966 Turn Bay Length (ft) 250 150 280 240 290 Base Capacity (vph) 351 925 162 511 535 244 413 585 188 354 576 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 1.05 0.02 0.44 0.54 0.54 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. 180 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 90 0 0 0 127 0 0 10 0 0 249 Lane Group Flow (vph) 435 185 0 25 272 21 192 435 3 83 191 58 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 20.2 7.2 11.5 11.5 11.3 17.6 17.6 8.4 15.2 15.2 Effective Green, g (s) 15.9 20.2 7.2 11.5 11.5 11.3 17.6 17.6 8.4 15.2 15.2 Actuated g/C Ratio 0.20 0.25 0.09 0.14 0.14 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) 351 823 162 498 232 242 413 320 185 353 300 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 0.23 0.15 0.55 0.09 0.79 1.05 0.01 0.45 0.54 0.19 Uniform Delay, d1 32.0 23.7 33.6 31.8 29.7 33.2 31.2 24.4 33.6 29.3 27.3 Progression Factor 1.04 0.97 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 128.9 0.6 0.9 2.2 0.4 17.0 59.0 0.0 2.4 3.0 0.7 Delay (s) 162.1 23.6 34.5 34.0 30.1 50.3 90.2 24.4 36.0 32.2 27.9 Level of Service F C C C C D F C D C C Approach Delay (s) 108.4 32.7 76.9 30.5 Approach LOS F C E C Intersection Summary HCM 2000 Control Delay 66.7 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 181 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: 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) 145 113 177 320 192 62 159 106 Average Queue (ft) 63 48 87 194 93 3 79 51 95th Queue (ft) 122 96 154 295 175 29 138 92 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) 180 147 103 213 202 91 936 480 Average Queue (ft) 90 62 39 118 92 45 873 426 95th Queue (ft) 157 121 82 199 173 77 1091 657 Link Distance (ft) 504 504 504 198 198 198 875 Upstream Blk Time (%) 0 0 79 Queuing Penalty (veh) 1 0 0 Storage Bay Dist (ft) 480 Storage Blk Time (%) 75 3 Queuing Penalty (veh) 145 11 182 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) 226 149 164 52 146 161 110 150 1084 280 100 179 Average Queue (ft) 203 34 69 16 67 80 51 137 667 30 45 79 95th Queue (ft) 229 98 132 44 125 140 87 182 1229 162 87 144 Link Distance (ft) 198 198 198 427 427 427 1385 980 Upstream Blk Time (%) 28 0 0 Queuing Penalty (veh) 59 0 0 Storage Bay Dist (ft) 250 150 280 240 Storage Blk Time (%) 7 56 0 0 Queuing Penalty (veh) 28 100 1 0 Intersection: 4: US 11 & Rest Church Rd Movement SB Directions Served R Maximum Queue (ft) 138 Average Queue (ft) 50 95th Queue (ft) 97 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: 346 183 Appendix H 2028 Background Conditions – Mitigation Operational Worksheets 184 Queues Fruit Hill Property 2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2028 Background - Mitigation Fruit Hill Property Synchro 11 Report Weekday PM - 2028 Background - Mitigation 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 39.5 10.4 39.6 11.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 16.9 39.5 10.4 39.6 11.3 Queue Length 50th (ft) 38 235 36 77 0 Queue Length 95th (ft) 69 323 79 134 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 185 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2028 Background - Mitigation Fruit Hill Property Synchro 11 Report Weekday PM - 2028 Background - Mitigation 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 1.24 1.90 1.00 1.00 Incremental Delay, d2 0.7 6.7 0.2 3.6 0.6 Delay (s) 23.9 37.5 10.1 34.5 29.3 Level of Service C D B C C Approach Delay (s) 23.9 26.0 0.0 31.7 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 58.7% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 186 Queues Fruit Hill Property 3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2028 Background - Mitigation Fruit Hill Property Synchro 11 Report Weekday PM - 2028 Background - Mitigation 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 19.4 11.3 23.7 7.1 35.7 6.0 5.9 Queue Delay 0.0 0.0 1.0 0.5 0.0 0.0 0.0 Total Delay 19.4 11.3 24.7 7.5 35.7 6.1 5.9 Queue Length 50th (ft) 44 37 139 8 86 1 0 Queue Length 95th (ft) 104 55 198 m23 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 0 384 170 0 0 0 Spillback Cap Reductn 0 101 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 0.44 0.53 0.37 0.37 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. 187 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2028 Background - Mitigation Fruit Hill Property Synchro 11 Report Weekday PM - 2028 Background - Mitigation 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 1.71 1.24 1.01 1.61 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) 16.6 10.2 22.1 30.5 32.6 24.0 23.9 Level of Service B B C C C C C Approach Delay (s) 12.6 24.6 26.7 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 0.52 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 188 Queues Fruit Hill Property 4: US 11 & Rest Church Rd Weekday PM - 2028 Background - Mitigation Fruit Hill Property Synchro 11 Report Weekday PM - 2028 Background - Mitigation 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 0.12 0.70 0.38 0.75 0.77 0.02 0.47 0.40 0.48 Control Delay 57.1 37.6 34.5 46.1 3.6 52.0 36.5 0.1 43.4 27.8 6.0 Queue Delay 0.0 0.0 0.0 0.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 57.1 37.6 34.5 46.7 3.6 52.0 36.5 0.1 43.4 27.8 6.1 Queue Length 50th (ft) 113 98 12 71 0 93 194 0 40 79 0 Queue Length 95th (ft) #248 #167 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) 291 613 201 388 389 266 576 598 177 485 639 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 16 0 0 0 0 0 0 10 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.82 0.77 0.12 0.73 0.38 0.72 0.76 0.02 0.47 0.39 0.49 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 189 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 4: US 11 & Rest Church Rd Weekday PM - 2028 Background - Mitigation Fruit Hill Property Synchro 11 Report Weekday PM - 2028 Background - Mitigation 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 0 132 0 0 9 0 0 229 Lane Group Flow (vph) 239 432 0 25 272 16 192 435 4 83 191 78 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 8.9 8.9 8.9 12.0 23.9 23.9 8.0 20.4 20.4 Effective Green, g (s) 14.2 14.2 8.9 8.9 8.9 12.0 23.9 23.9 8.0 20.4 20.4 Actuated g/C Ratio 0.18 0.18 0.11 0.11 0.11 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) 285 562 200 386 179 257 561 434 177 475 403 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 0.12 0.70 0.09 0.75 0.78 0.01 0.47 0.40 0.19 Uniform Delay, d1 31.8 31.3 32.0 34.3 31.9 32.5 25.6 19.7 34.0 24.7 23.4 Progression Factor 0.96 0.96 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 19.3 6.5 0.6 7.2 0.5 11.9 10.1 0.0 2.7 2.5 1.1 Delay (s) 49.9 36.7 32.6 41.5 32.4 44.5 35.7 19.8 36.7 27.3 24.4 Level of Service D D C D C D D B D C C Approach Delay (s) 41.2 37.9 38.0 27.1 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 190 Queuing and Blocking Report Fruit Hill Property Weekday PM - 2028 Background - Mitigation Weekday PM - 2028 Background - Mitigation Fruit Hill Property SimTraffic Report Weekday PM - 2028 Background - Mitigation Page 1 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) 182 195 182 44 158 190 84 150 360 88 102 158 Average Queue (ft) 104 132 94 11 68 85 42 115 188 7 42 69 95th Queue (ft) 165 184 158 35 129 154 73 179 319 49 83 131 Link Distance (ft) 190 190 190 415 415 415 945 977 Upstream Blk Time (%) 0 1 0 Queuing Penalty (veh) 0 1 0 Storage Bay Dist (ft) 250 150 280 240 Storage Blk Time (%) 2 12 0 Queuing Penalty (veh) 9 23 0 Intersection: 4: US 11 & Rest Church Rd Movement SB Directions Served R Maximum Queue (ft) 112 Average Queue (ft) 48 95th Queue (ft) 89 Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 290 Storage Blk Time (%) Queuing Penalty (veh) 191 Appendix I Year 2028 Total Traffic Operational Worksheets 192 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 - 193 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 0.74 0.65 Control Delay 14.2 43.5 9.9 46.3 11.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 14.2 43.5 9.9 46.3 11.1 Queue Length 50th (ft) 36 224 22 109 0 Queue Length 95th (ft) 71 300 82 #205 70 Internal Link Dist (ft) 202 481 849 Turn Bay Length (ft) 640 Base Capacity (vph) 1099 667 1668 328 480 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 0.71 0.64 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 194 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) 0 198 0 0 0 0 0 0 0 0 0 252 Lane Group Flow (vph) 0 311 0 422 335 0 0 0 0 0 232 56 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) 20.8 24.3 51.2 14.6 14.6 Effective Green, g (s) 20.8 24.3 51.2 14.6 14.6 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) 904 542 1662 314 221 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 0.74 0.25 Uniform Delay, d1 24.1 25.4 6.0 30.9 28.0 Progression Factor 1.00 1.35 1.56 1.00 1.00 Incremental Delay, d2 1.0 6.9 0.3 9.3 0.8 Delay (s) 25.1 41.3 9.5 40.2 28.9 Level of Service C D A D C Approach Delay (s) 25.1 27.2 0.0 33.8 Approach LOS C C A C Intersection Summary HCM 2000 Control Delay 28.6 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) 20.3 Intersection Capacity Utilization 60.9% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 195 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 0.42 0.13 0.35 0.18 0.72 0.50 Control Delay 16.4 11.8 14.8 1.8 21.6 7.1 Queue Delay 0.0 0.0 0.3 0.0 0.0 0.0 Total Delay 16.4 11.8 15.0 1.8 21.6 7.1 Queue Length 50th (ft) 53 47 86 0 42 0 Queue Length 95th (ft) m78 m65 110 0 129 56 Internal Link Dist (ft) 481 191 609 Turn Bay Length (ft) 480 Base Capacity (vph) 373 2212 1478 754 403 534 Starvation Cap Reductn 0 0 446 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 0.12 0.45 0.16 0.69 0.47 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. 196 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 0.38 1.00 1.00 1.00 0.96 1.00 Satd. Flow (perm) 466 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 77 0 145 200 0 0 0 Lane Group Flow (vph) 155 269 0 0 467 47 0 132 52 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) 48.5 48.5 30.1 30.1 16.6 16.6 Effective Green, g (s) 48.5 48.5 30.1 30.1 16.6 16.6 Actuated g/C Ratio 0.61 0.61 0.38 0.38 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) 371 2084 1318 589 238 309 v/s Ratio Prot c0.05 0.08 0.13 v/s Ratio Perm c0.20 0.03 0.11 0.04 v/c Ratio 0.42 0.13 0.35 0.08 0.55 0.17 Uniform Delay, d1 7.7 6.7 18.0 16.0 28.4 26.0 Progression Factor 1.57 1.52 0.73 0.75 1.00 1.00 Incremental Delay, d2 0.9 0.1 0.7 0.2 4.7 0.5 Delay (s) 13.0 10.4 13.7 12.2 33.1 26.6 Level of Service B B B B C C Approach Delay (s) 11.3 13.4 30.0 0.0 Approach LOS B B C A Intersection Summary HCM 2000 Control Delay 18.5 HCM 2000 Level of Service B 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 197 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 0.48 0.09 0.33 0.12 0.50 0.14 0.03 0.69 0.46 0.53 Control Delay 45.7 13.3 34.7 35.2 0.6 44.0 22.1 0.1 52.6 25.5 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 45.7 13.9 34.7 35.2 0.6 44.0 22.1 0.1 52.6 25.5 5.1 Queue Length 50th (ft) 62 45 7 32 0 42 29 0 73 115 0 Queue Length 95th (ft) m110 #117 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) 259 1066 170 403 398 181 580 661 224 610 802 Starvation Cap Reductn 0 242 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 0.62 0.09 0.33 0.12 0.50 0.13 0.03 0.69 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. 198 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) 0 118 0 0 0 38 0 0 16 0 0 316 Lane Group Flow (vph) 122 396 0 16 133 9 90 74 5 154 269 104 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 23.8 1.4 14.5 14.5 8.9 18.2 18.2 10.0 19.8 19.8 Effective Green, g (s) 10.7 23.8 1.4 14.5 14.5 8.9 18.2 18.2 10.0 19.8 19.8 Actuated g/C Ratio 0.13 0.30 0.02 0.18 0.18 0.11 0.23 0.23 0.12 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) 232 949 31 635 292 179 423 367 223 465 395 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 0.50 0.17 0.01 0.69 0.58 0.26 Uniform Delay, d1 32.3 22.5 39.0 27.9 27.0 33.5 24.9 23.9 33.5 26.4 24.2 Progression Factor 1.17 0.71 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.7 0.4 26.0 0.3 0.1 3.0 0.9 0.1 9.5 5.2 1.6 Delay (s) 40.4 16.3 65.0 28.2 27.0 36.5 25.8 24.0 43.1 31.6 25.8 Level of Service D B E C C D C C D C C Approach Delay (s) 20.9 30.9 30.8 30.8 Approach LOS C C C C Intersection Summary HCM 2000 Control Delay 27.4 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 199 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 B14 WB WB WB SB SB Directions Served T T TR T T L T T LT R Maximum Queue (ft) 204 144 286 9 59 334 165 60 225 156 Average Queue (ft) 78 33 151 0 2 199 67 3 110 68 95th Queue (ft) 164 95 254 9 29 298 138 30 188 121 Link Distance (ft) 227 227 227 408 408 503 503 503 878 Upstream Blk Time (%) 0 0 2 Queuing Penalty (veh) 0 0 3 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) 234 75 161 194 194 89 554 424 Average Queue (ft) 108 26 80 106 76 36 274 153 95th Queue (ft) 198 63 139 178 148 70 474 348 Link Distance (ft) 503 503 503 195 195 195 638 Upstream Blk Time (%) 0 0 0 Queuing Penalty (veh) 1 0 0 Storage Bay Dist (ft) 480 Storage Blk Time (%) 1 0 Queuing Penalty (veh) 2 0 200 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) 144 182 204 50 91 109 60 126 88 23 173 206 Average Queue (ft) 69 80 123 14 41 42 24 54 28 5 82 97 95th Queue (ft) 125 149 198 40 81 88 52 107 68 18 151 172 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 Queuing Penalty (veh) 0 1 0 Intersection: 4: US 11 & Rest Church Rd Movement SB Directions Served R Maximum Queue (ft) 137 Average Queue (ft) 56 95th Queue (ft) 98 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: 10 201 202 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 - 203 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 35.1 16.5 33.9 10.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 23.9 35.1 16.5 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. 204 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 1.02 2.38 1.00 1.00 Incremental Delay, d2 3.2 5.2 0.2 1.7 0.7 Delay (s) 30.3 30.7 15.0 30.8 28.3 Level of Service C C B C C Approach Delay (s) 30.3 23.1 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 205 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 0.95 0.17 0.74 0.44 0.83 0.47 Control Delay 69.8 15.8 29.4 6.1 40.2 4.5 Queue Delay 0.0 0.0 1.3 0.4 54.8 0.7 Total Delay 69.8 15.8 30.7 6.5 95.0 5.2 Queue Length 50th (ft) ~163 37 130 0 160 0 Queue Length 95th (ft) m#294 m71 m183 m9 #310 54 Internal Link Dist (ft) 481 191 609 Turn Bay Length (ft) 480 Base Capacity (vph) 338 1649 743 503 482 768 Starvation Cap Reductn 0 0 71 65 0 0 Spillback Cap Reductn 0 12 0 0 145 178 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.95 0.17 0.81 0.50 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. 206 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 0.23 1.00 1.00 1.00 0.96 1.00 Satd. Flow (perm) 343 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 16.5 16.5 27.1 27.1 Effective Green, g (s) 38.0 38.0 16.5 16.5 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) 338 1648 729 323 432 509 v/s Ratio Prot c0.16 0.08 0.15 v/s Ratio Perm c0.29 0.03 0.28 0.08 v/c Ratio 0.95 0.17 0.74 0.14 0.83 0.23 Uniform Delay, d1 16.0 12.0 29.8 26.0 24.3 19.0 Progression Factor 2.16 1.22 0.80 0.86 1.00 1.00 Incremental Delay, d2 31.1 0.2 5.4 0.7 13.7 0.5 Delay (s) 65.8 14.8 29.3 23.1 38.0 19.4 Level of Service E B C C D B Approach Delay (s) 42.1 27.5 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 207 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 1.18 0.22 0.15 0.55 0.28 0.81 0.94 0.02 0.45 0.58 0.56 Control Delay 140.3 10.9 36.0 36.3 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 141.3 10.9 36.0 36.5 1.3 61.5 62.5 0.1 41.8 38.0 6.9 Queue Length 50th (ft) ~292 23 12 66 0 97 ~246 0 40 87 0 Queue Length 95th (ft) m#459 m52 34 102 0 #199 #404 0 81 149 46 Internal Link Dist (ft) 191 394 920 966 Turn Bay Length (ft) 250 150 280 240 290 Base Capacity (vph) 375 1289 163 511 535 244 465 615 188 344 569 Starvation Cap Reductn 33 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 1.30 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. 208 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) 11.2 23.9 2.9 15.6 15.6 11.3 19.8 19.8 6.8 15.8 15.8 Effective Green, g (s) 11.2 23.9 2.9 15.6 15.6 11.3 19.8 19.8 6.8 15.8 15.8 Actuated g/C Ratio 0.14 0.30 0.04 0.19 0.19 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) 247 971 65 676 314 242 465 360 150 367 312 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 1.80 0.20 0.38 0.40 0.09 0.82 0.94 0.01 0.55 0.52 0.20 Uniform Delay, d1 34.4 20.9 37.7 28.1 26.4 33.4 29.5 22.7 35.1 28.7 26.8 Progression Factor 1.14 0.94 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 373.8 0.4 7.7 0.8 0.3 19.8 27.0 0.0 5.4 2.5 0.6 Delay (s) 413.2 20.2 45.4 29.0 26.7 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) 259.6 29.1 54.8 30.5 Approach LOS F C D C Intersection Summary HCM 2000 Control Delay 106.2 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 209 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 WB WB WB SB SB Directions Served T T TR T L T T LT R Maximum Queue (ft) 240 204 272 29 325 227 154 172 149 Average Queue (ft) 126 74 145 1 189 116 12 82 69 95th Queue (ft) 215 151 234 21 287 204 74 147 117 Link Distance (ft) 227 227 227 396 504 504 504 878 Upstream Blk Time (%) 1 0 1 Queuing Penalty (veh) 1 0 2 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) 357 174 105 221 207 100 928 480 Average Queue (ft) 205 60 37 132 114 48 891 431 95th Queue (ft) 336 129 81 214 197 82 1010 655 Link Distance (ft) 504 504 504 198 198 198 865 Upstream Blk Time (%) 1 1 80 Queuing Penalty (veh) 3 2 0 Storage Bay Dist (ft) 480 Storage Blk Time (%) 75 2 Queuing Penalty (veh) 146 10 210 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) 224 160 154 64 140 179 102 150 676 139 112 196 Average Queue (ft) 198 36 66 20 64 84 51 126 291 13 46 83 95th Queue (ft) 233 97 126 52 119 149 87 183 638 86 90 157 Link Distance (ft) 198 198 198 427 427 427 1393 980 Upstream Blk Time (%) 22 0 0 Queuing Penalty (veh) 48 0 0 Storage Bay Dist (ft) 250 150 280 240 Storage Blk Time (%) 6 26 0 0 0 Queuing Penalty (veh) 25 50 0 0 0 Intersection: 4: US 11 & Rest Church Rd Movement SB Directions Served R Maximum Queue (ft) 143 Average Queue (ft) 52 95th Queue (ft) 104 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: 289 211 Appendix J 2028 Total Traffic Conditions – Mitigation Scenario Operational Worksheets 212 Queues Fruit Hill Property 2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2028 Total - Mitigation Fruit Hill Property Synchro 11 Report Weekday PM - 2028 Total - Mitigation 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 30.9 13.8 39.4 12.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 20.9 30.9 13.8 39.4 12.2 Queue Length 50th (ft) 91 214 81 77 0 Queue Length 95th (ft) 132 m303 m115 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. 213 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2028 Total - Mitigation Fruit Hill Property Synchro 11 Report Weekday PM - 2028 Total - Mitigation 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 0.78 2.41 1.00 1.00 Incremental Delay, d2 2.0 8.1 0.2 3.4 0.9 Delay (s) 26.4 28.5 13.3 34.2 29.8 Level of Service C C B C C Approach Delay (s) 26.4 21.2 0.0 31.5 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 0.67 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 214 Queues Fruit Hill Property 3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2028 Total - Mitigation Fruit Hill Property Synchro 11 Report Weekday PM - 2028 Total - Mitigation 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 39.5 9.2 30.1 8.7 47.9 5.8 5.7 Queue Delay 0.0 0.0 0.8 0.2 0.0 0.0 0.0 Total Delay 39.5 9.2 30.8 8.9 47.9 5.9 5.7 Queue Length 50th (ft) 121 30 149 9 127 1 0 Queue Length 95th (ft) #212 42 205 m78 #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 0 109 56 0 0 0 Spillback Cap Reductn 0 37 0 0 0 2 2 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.74 0.15 0.72 0.45 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. 215 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2028 Total - Mitigation Fruit Hill Property Synchro 11 Report Weekday PM - 2028 Total - Mitigation 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 2.33 0.97 0.97 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) 36.2 8.8 28.7 38.3 43.0 22.7 22.7 Level of Service D A C D D C C Approach Delay (s) 23.5 31.5 30.6 0.0 Approach LOS C C C A Intersection Summary HCM 2000 Control Delay 28.9 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) 23.1 Intersection Capacity Utilization 62.6% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 216 Queues Fruit Hill Property 4: US 11 & Rest Church Rd Weekday PM - 2028 Total - Mitigation Fruit Hill Property Synchro 11 Report Weekday PM - 2028 Total - Mitigation 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 25.9 34.7 48.6 3.8 52.0 39.0 0.1 43.4 32.4 7.3 Queue Delay 0.6 0.2 0.0 1.3 0.0 0.0 0.0 0.0 0.0 0.0 0.1 Total Delay 36.4 26.1 34.7 49.9 3.8 52.0 39.0 0.1 43.4 32.4 7.4 Queue Length 50th (ft) 103 86 12 71 0 95 203 0 40 83 0 Queue Length 95th (ft) #226 142 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 16 25 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 21 0 0 0 0 0 0 12 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.70 0.66 0.13 0.78 0.39 0.73 0.79 0.02 0.47 0.46 0.53 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 217 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 4: US 11 & Rest Church Rd Weekday PM - 2028 Total - Mitigation Fruit Hill Property Synchro 11 Report Weekday PM - 2028 Total - Mitigation 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 0.88 0.86 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 12.9 5.3 0.7 9.1 0.5 12.4 8.5 0.0 7.2 1.6 0.6 Delay (s) 38.9 30.4 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) 33.3 39.5 37.3 28.9 Approach LOS C D D C Intersection Summary HCM 2000 Control Delay 34.4 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 218 Queuing and Blocking Report Fruit Hill Property Weekday PM - 2028 Total - Mitigation Weekday PM - 2028 Total - Mitigation Fruit Hill Property SimTraffic Report Weekday PM - 2028 Total - Mitigation 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) 216 217 273 41 288 195 79 192 163 Average Queue (ft) 112 75 148 2 176 101 6 84 71 95th Queue (ft) 192 157 244 22 271 181 42 151 124 Link Distance (ft) 226 226 226 1072 496 496 496 878 Upstream Blk Time (%) 0 0 2 Queuing Penalty (veh) 0 0 3 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) 296 72 96 215 212 116 288 375 197 Average Queue (ft) 158 25 37 131 116 53 175 87 32 95th Queue (ft) 262 55 80 210 203 92 282 232 108 Link Distance (ft) 496 496 496 190 190 190 638 Upstream Blk Time (%) 1 1 0 Queuing Penalty (veh) 3 2 0 Storage Bay Dist (ft) 300 480 Storage Blk Time (%) 1 0 0 Queuing Penalty (veh) 2 1 0 219 Queuing and Blocking Report Fruit Hill Property Weekday PM - 2028 Total - Mitigation Weekday PM - 2028 Total - Mitigation Fruit Hill Property SimTraffic Report Weekday PM - 2028 Total - Mitigation 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) 169 184 171 45 163 200 91 150 397 128 105 170 Average Queue (ft) 90 118 78 12 70 97 41 111 180 10 43 73 95th Queue (ft) 152 172 142 35 137 174 74 175 331 72 83 138 Link Distance (ft) 190 190 190 415 415 415 945 977 Upstream Blk Time (%) 0 0 0 Queuing Penalty (veh) 0 1 0 Storage Bay Dist (ft) 250 150 280 240 Storage Blk Time (%) 4 11 0 0 Queuing Penalty (veh) 16 20 0 0 Intersection: 4: US 11 & Rest Church Rd Movement SB Directions Served R Maximum Queue (ft) 108 Average Queue (ft) 48 95th Queue (ft) 91 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: 49 220 Appendix K Turn Lane Warrants 221 Rest Church Road/Zachary Ann Lane Year 2028 Total Traffic Conditions -Weekday AM -Weekday PM -Saturday Midday 222 Rest Church Road/Zachary Ann Lane Year 2028 Total Traffic Conditions -Weekday AM -Weekday PM -Saturday Midday 223 Appendix L Year 2034 Background Traffic Operational Worksheets 224 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 - 225 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) 388 447 152 576 146 v/c Ratio 0.40 0.80 0.09 1.71 0.41 Control Delay 13.7 51.1 9.1 358.0 9.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 13.7 51.1 9.1 358.0 9.3 Queue Length 50th (ft) 26 241 11 ~428 0 Queue Length 95th (ft) 54 330 52 #619 46 Internal Link Dist (ft) 202 481 849 Turn Bay Length (ft) 640 Base Capacity (vph) 981 667 1649 337 354 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 0.40 0.67 0.09 1.71 0.41 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. 226 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 0 511 2 130 Future Volume (vph) 0 157 189 398 135 0 0 0 0 511 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 1724 1214 Flt Permitted 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 3467 1787 2597 1724 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 0 574 2 146 RTOR Reduction (vph) 0 162 0 0 0 0 0 0 0 0 0 118 Lane Group Flow (vph) 0 226 0 447 152 0 0 0 0 0 576 28 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) 19.0 25.1 50.2 15.6 15.6 Effective Green, g (s) 19.0 25.1 50.2 15.6 15.6 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) 823 560 1629 336 236 v/s Ratio Prot c0.07 c0.25 0.06 c0.33 v/s Ratio Perm 0.02 v/c Ratio 0.28 0.80 0.09 1.71 0.12 Uniform Delay, d1 24.9 25.1 5.9 32.2 26.5 Progression Factor 1.00 1.63 1.51 1.00 1.00 Incremental Delay, d2 0.8 8.1 0.1 333.8 0.3 Delay (s) 25.7 49.0 9.0 366.0 26.9 Level of Service C D A F C Approach Delay (s) 25.7 38.8 0.0 297.4 Approach LOS C D A F Intersection Summary HCM 2000 Control Delay 145.1 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 0.87 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3 Intersection Capacity Utilization 72.5% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 227 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 0.16 0.55 0.49 Control Delay 13.7 11.4 10.7 1.1 12.0 8.8 Queue Delay 0.0 0.0 0.3 0.0 0.0 0.0 Total Delay 13.7 11.4 11.0 1.1 12.0 8.8 Queue Length 50th (ft) 29 39 45 0 7 0 Queue Length 95th (ft) m40 m51 111 0 62 51 Internal Link Dist (ft) 481 191 884 Turn Bay Length (ft) 480 Base Capacity (vph) 401 2290 1714 849 410 453 Starvation Cap Reductn 0 0 658 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 0.45 0.15 0.49 0.43 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. 228 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) 481 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 71 0 154 163 0 0 0 Lane Group Flow (vph) 101 271 0 0 474 59 0 45 31 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) 52.5 52.5 36.6 36.6 12.6 12.6 Effective Green, g (s) 52.5 52.5 36.6 36.6 12.6 12.6 Actuated g/C Ratio 0.66 0.66 0.46 0.46 0.16 0.16 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) 381 2256 1603 717 207 234 v/s Ratio Prot c0.03 0.08 c0.14 v/s Ratio Perm 0.15 0.04 0.03 0.02 v/c Ratio 0.27 0.12 0.30 0.08 0.22 0.13 Uniform Delay, d1 5.7 5.1 13.6 12.2 29.4 29.0 Progression Factor 2.17 1.99 0.69 0.36 1.00 1.00 Incremental Delay, d2 0.0 0.0 0.4 0.2 1.1 0.5 Delay (s) 12.4 10.2 9.9 4.6 30.5 29.5 Level of Service B B A A C C Approach Delay (s) 10.8 8.7 30.0 0.0 Approach LOS B A C A Intersection Summary HCM 2000 Control Delay 15.4 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 72.5% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 229 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 0.35 0.12 0.49 0.14 0.03 0.73 0.48 0.54 Control Delay 42.2 12.9 34.9 35.4 0.6 43.7 21.9 0.1 56.2 25.7 5.1 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 42.2 13.7 34.9 35.4 0.6 43.7 21.9 0.1 56.2 25.7 5.1 Queue Length 50th (ft) 38 37 8 33 0 40 30 0 80 121 0 Queue Length 95th (ft) 114 #127 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 1063 170 405 399 175 576 658 223 610 811 Starvation Cap Reductn 0 248 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 0.65 0.11 0.35 0.12 0.48 0.14 0.03 0.73 0.47 0.54 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 230 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) 0 111 0 0 0 40 0 0 17 0 0 325 Lane Group Flow (vph) 123 418 0 18 140 9 84 78 5 163 286 109 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 23.8 1.4 14.5 14.5 8.6 18.2 18.2 10.0 20.1 20.1 Effective Green, g (s) 10.7 23.8 1.4 14.5 14.5 8.6 18.2 18.2 10.0 20.1 20.1 Actuated g/C Ratio 0.13 0.30 0.02 0.18 0.18 0.11 0.23 0.23 0.12 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) 232 951 31 635 292 173 423 367 223 472 401 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 0.22 0.03 0.49 0.18 0.01 0.73 0.61 0.27 Uniform Delay, d1 32.3 22.7 39.0 27.9 27.0 33.6 24.9 23.9 33.7 26.5 24.1 Progression Factor 1.05 0.62 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.9 0.4 36.4 0.4 0.1 2.9 1.0 0.1 12.4 5.7 1.7 Delay (s) 36.8 14.6 75.4 28.3 27.1 36.5 25.9 24.0 46.1 32.1 25.7 Level of Service D B E C C D C C D C C Approach Delay (s) 18.8 32.1 30.5 31.6 Approach LOS B C C C Intersection Summary HCM 2000 Control Delay 27.2 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) 26.6 Intersection Capacity Utilization 61.6% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 231 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 B14 WB WB WB SB SB Directions Served T T TR T L T T LT R Maximum Queue (ft) 164 125 235 10 338 135 55 940 640 Average Queue (ft) 65 35 109 0 216 43 2 908 589 95th Queue (ft) 136 93 189 10 315 105 25 988 868 Link Distance (ft) 226 226 226 407 504 504 504 878 Upstream Blk Time (%) 0 0 90 Queuing Penalty (veh) 0 0 0 Storage Bay Dist (ft) 640 Storage Blk Time (%) 83 3 Queuing Penalty (veh) 108 13 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) 180 72 124 206 192 74 242 194 Average Queue (ft) 70 20 68 104 59 31 109 53 95th Queue (ft) 141 54 117 179 133 59 202 128 Link Distance (ft) 504 504 504 198 198 198 913 Upstream Blk Time (%) 0 0 Queuing Penalty (veh) 1 0 Storage Bay Dist (ft) 480 Storage Blk Time (%) Queuing Penalty (veh) 232 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) 144 156 195 55 112 113 49 128 125 29 199 288 Average Queue (ft) 65 69 97 14 47 36 23 53 34 7 94 115 95th Queue (ft) 121 127 169 42 89 83 49 107 87 23 181 313 Link Distance (ft) 198 198 198 427 427 427 1388 980 Upstream Blk Time (%) 0 0 0 Queuing Penalty (veh) 0 1 0 Storage Bay Dist (ft) 250 150 280 240 Storage Blk Time (%) 0 0 2 0 Queuing Penalty (veh) 0 0 10 1 Intersection: 4: US 11 & Rest Church Rd Movement SB Directions Served R Maximum Queue (ft) 181 Average Queue (ft) 64 95th Queue (ft) 139 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: 134 233 234 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 - 235 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 0.44 0.76 0.18 0.52 0.52 Control Delay 18.1 37.3 16.3 34.4 9.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 18.1 37.3 16.3 34.4 9.5 Queue Length 50th (ft) 43 240 75 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) 1052 595 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 0.42 0.76 0.18 0.36 0.43 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 236 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) 0 131 0 0 0 0 0 0 0 0 0 160 Lane Group Flow (vph) 0 315 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) 17.7 26.9 50.7 15.1 15.1 Effective Green, g (s) 17.7 26.9 50.7 15.1 15.1 Actuated g/C Ratio 0.22 0.34 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) 890 595 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 0.76 0.18 0.52 0.17 Uniform Delay, d1 26.3 23.7 6.1 29.2 27.2 Progression Factor 1.00 1.16 2.41 1.00 1.00 Incremental Delay, d2 1.1 4.9 0.2 2.0 0.5 Delay (s) 27.4 32.4 14.7 31.2 27.7 Level of Service C C B C C Approach Delay (s) 27.4 25.0 0.0 29.3 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 0.58 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 237 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 28.3 14.0 25.3 5.2 34.1 4.7 Queue Delay 0.0 0.0 0.3 0.2 16.4 0.6 Total Delay 28.3 14.0 25.6 5.4 50.5 5.3 Queue Length 50th (ft) 52 41 134 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 12 0 0 149 177 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.49 0.16 0.65 0.44 0.96 0.56 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. 238 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 1.77 1.15 0.83 0.83 1.00 1.00 Incremental Delay, d2 1.5 0.2 2.2 0.6 9.6 0.5 Delay (s) 23.6 12.7 23.6 19.2 34.3 20.6 Level of Service C B C B C C Approach Delay (s) 16.8 22.3 27.7 0.0 Approach LOS B C C A Intersection Summary HCM 2000 Control Delay 23.0 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 239 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 0.32 0.16 0.56 0.30 0.81 1.12 0.02 0.47 0.58 0.57 Control Delay 186.1 13.7 36.2 36.6 1.4 60.3 112.1 0.1 42.8 37.1 7.5 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 187.2 13.7 36.2 36.9 1.4 61.1 112.1 0.1 42.8 37.1 7.5 Queue Length 50th (ft) ~307 28 12 69 0 97 ~273 0 42 94 0 Queue Length 95th (ft) #478 61 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) 351 929 162 511 535 244 413 584 188 352 575 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 1.12 0.02 0.47 0.58 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. 240 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 0 264 Lane Group Flow (vph) 458 196 0 26 280 23 197 461 3 88 203 62 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 20.2 7.2 11.5 11.5 11.3 17.6 17.6 8.4 15.2 15.2 Effective Green, g (s) 15.9 20.2 7.2 11.5 11.5 11.3 17.6 17.6 8.4 15.2 15.2 Actuated g/C Ratio 0.20 0.25 0.09 0.14 0.14 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) 351 823 162 498 232 242 413 320 185 353 300 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 0.24 0.16 0.56 0.10 0.81 1.12 0.01 0.48 0.58 0.21 Uniform Delay, d1 32.0 23.8 33.6 31.9 29.7 33.3 31.2 24.4 33.7 29.5 27.3 Progression Factor 1.03 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 155.5 0.6 1.0 2.4 0.4 19.4 79.8 0.0 2.6 3.6 0.7 Delay (s) 188.4 23.3 34.6 34.3 30.1 52.7 111.0 24.4 36.3 33.1 28.0 Level of Service F C C C C D F C D C C Approach Delay (s) 124.4 32.9 92.2 30.9 Approach LOS F C F C Intersection Summary HCM 2000 Control Delay 75.7 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 241 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) 148 120 221 355 208 71 170 126 Average Queue (ft) 66 50 89 204 92 6 86 54 95th Queue (ft) 127 102 168 313 179 41 148 95 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) 198 166 100 222 219 91 938 480 Average Queue (ft) 93 66 40 123 105 45 874 437 95th Queue (ft) 165 135 84 203 193 76 1086 644 Link Distance (ft) 504 504 504 198 198 198 875 Upstream Blk Time (%) 1 0 80 Queuing Penalty (veh) 2 1 0 Storage Bay Dist (ft) 480 Storage Blk Time (%) 77 3 Queuing Penalty (veh) 158 11 242 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) 230 160 160 59 140 173 111 150 1066 231 108 174 Average Queue (ft) 204 37 69 19 69 80 51 135 699 27 51 83 95th Queue (ft) 230 107 133 49 125 143 92 183 1444 150 95 145 Link Distance (ft) 198 198 198 427 427 427 1385 980 Upstream Blk Time (%) 31 0 0 12 Queuing Penalty (veh) 67 1 0 0 Storage Bay Dist (ft) 250 150 280 240 Storage Blk Time (%) 7 54 0 Queuing Penalty (veh) 29 99 0 Intersection: 4: US 11 & Rest Church Rd Movement SB Directions Served R Maximum Queue (ft) 120 Average Queue (ft) 52 95th Queue (ft) 98 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: 369 243 Appendix M Year 2034 Background Traffic Conditions – Mitigation Scenario Operational Worksheets 244 Queues Fruit Hill Property 2: I-81 SB Ramps & Rest Church Rd Weekday AM - 2034 Background - Mitigation Fruit Hill Property Synchro 11 Report Weekday AM - 2034 Background - Mitigation Page 2 Lane Group EBT WBL WBT SBT SBR Lane Group Flow (vph) 388 447 152 576 146 v/c Ratio 0.53 0.94 0.12 0.96 0.28 Control Delay 18.3 68.4 20.3 57.5 5.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 18.3 68.4 20.3 57.5 5.3 Queue Length 50th (ft) 32 278 26 313 0 Queue Length 95th (ft) 61 #444 68 #523 38 Internal Link Dist (ft) 202 481 849 Turn Bay Length (ft) 640 Base Capacity (vph) 747 474 1292 603 519 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 0.52 0.94 0.12 0.96 0.28 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 245 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 2: I-81 SB Ramps & Rest Church Rd Weekday AM - 2034 Background - Mitigation Fruit Hill Property Synchro 11 Report Weekday AM - 2034 Background - Mitigation 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 0 511 2 130 Future Volume (vph) 0 157 189 398 135 0 0 0 0 511 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 1724 1214 Flt Permitted 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 3467 1787 2597 1724 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 0 574 2 146 RTOR Reduction (vph) 0 178 0 0 0 0 0 0 0 0 0 95 Lane Group Flow (vph) 0 210 0 447 152 0 0 0 0 0 576 51 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) 14.3 23.9 44.3 31.5 31.5 Effective Green, g (s) 14.3 23.9 44.3 31.5 31.5 Actuated g/C Ratio 0.16 0.27 0.49 0.35 0.35 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) 550 474 1278 603 424 v/s Ratio Prot c0.06 c0.25 0.06 c0.33 v/s Ratio Perm 0.04 v/c Ratio 0.38 0.94 0.12 0.96 0.12 Uniform Delay, d1 33.9 32.4 12.3 28.6 19.8 Progression Factor 1.00 1.17 1.62 1.00 1.00 Incremental Delay, d2 2.0 27.4 0.2 25.9 0.2 Delay (s) 35.9 65.3 20.1 54.5 20.0 Level of Service D E C D C Approach Delay (s) 35.9 53.8 0.0 47.5 Approach LOS D D A D Intersection Summary HCM 2000 Control Delay 47.1 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.83 Actuated Cycle Length (s) 90.0 Sum of lost time (s) 20.3 Intersection Capacity Utilization 72.5% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 246 Queues Fruit Hill Property 3: I-81 NB Ramps & Rest Church Rd Weekday AM - 2034 Background - Mitigation Fruit Hill Property Synchro 11 Report Weekday AM - 2034 Background - Mitigation Page 4 Lane Group EBL EBT WBT WBR NBL NBT NBR Lane Group Flow (vph) 101 271 474 130 65 164 164 v/c Ratio 0.24 0.12 0.26 0.15 0.37 0.23 0.23 Control Delay 10.9 10.2 15.3 4.7 38.7 0.7 0.7 Queue Delay 0.0 0.0 0.3 0.0 0.0 0.0 0.0 Total Delay 10.9 10.2 15.6 4.7 38.7 0.7 0.7 Queue Length 50th (ft) 32 44 86 0 34 0 0 Queue Length 95th (ft) m24 m32 132 17 68 0 0 Internal Link Dist (ft) 481 191 884 Turn Bay Length (ft) 400 480 Base Capacity (vph) 440 2335 1802 876 319 837 837 Starvation Cap Reductn 0 0 756 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 0.23 0.12 0.45 0.15 0.20 0.20 0.20 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. 247 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 3: I-81 NB Ramps & Rest Church Rd Weekday AM - 2034 Background - Mitigation Fruit Hill Property Synchro 11 Report Weekday AM - 2034 Background - Mitigation 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 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 0.41 1.00 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 498 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) 101 271 0 0 474 130 65 0 328 0 0 0 RTOR Reduction (vph) 0 0 0 0 0 66 0 138 138 0 0 0 Lane Group Flow (vph) 101 271 0 0 474 64 65 26 26 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) 61.1 61.1 44.6 44.6 14.0 14.0 14.0 Effective Green, g (s) 61.1 61.1 44.6 44.6 14.0 14.0 14.0 Actuated g/C Ratio 0.68 0.68 0.50 0.50 0.16 0.16 0.16 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) 399 2334 1736 777 176 231 231 v/s Ratio Prot c0.02 0.08 c0.14 0.02 v/s Ratio Perm 0.15 0.04 c0.06 0.02 v/c Ratio 0.25 0.12 0.27 0.08 0.37 0.11 0.11 Uniform Delay, d1 5.5 5.0 13.2 11.9 34.0 32.6 32.6 Progression Factor 1.68 1.81 1.02 1.61 1.00 1.00 1.00 Incremental Delay, d2 0.2 0.1 0.3 0.2 2.7 0.4 0.4 Delay (s) 9.5 9.2 13.8 19.4 36.8 33.1 33.1 Level of Service A A B B D C C Approach Delay (s) 9.2 15.0 33.7 0.0 Approach LOS A B C A Intersection Summary HCM 2000 Control Delay 18.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.30 Actuated Cycle Length (s) 90.0 Sum of lost time (s) 23.1 Intersection Capacity Utilization 72.5% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 248 Queues Fruit Hill Property 4: US 11 & Rest Church Rd Weekday AM - 2034 Background - Mitigation Fruit Hill Property Synchro 11 Report Weekday AM - 2034 Background - Mitigation Page 6 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 111 541 18 140 49 84 78 22 163 286 434 v/c Ratio 0.34 0.75 0.10 0.40 0.14 0.48 0.16 0.04 0.61 0.48 0.54 Control Delay 29.5 28.2 38.8 41.9 0.9 47.0 28.6 0.1 45.3 29.4 5.4 Queue Delay 0.0 1.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 29.5 29.3 38.8 41.9 0.9 47.0 28.6 0.1 45.3 29.4 5.4 Queue Length 50th (ft) 48 134 9 39 0 45 36 0 87 141 0 Queue Length 95th (ft) 103 158 31 70 0 91 74 0 148 214 68 Internal Link Dist (ft) 191 394 1361 966 Turn Bay Length (ft) 250 150 280 240 290 Base Capacity (vph) 359 790 180 349 339 189 500 569 315 600 805 Starvation Cap Reductn 0 90 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 0.31 0.77 0.10 0.40 0.14 0.44 0.16 0.04 0.52 0.48 0.54 Intersection Summary 249 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 4: US 11 & Rest Church Rd Weekday AM - 2034 Background - Mitigation Fruit Hill Property Synchro 11 Report Weekday AM - 2034 Background - Mitigation 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) 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 3066 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 3066 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 95 0 0 0 44 0 0 16 0 0 298 Lane Group Flow (vph) 111 446 0 18 140 5 84 78 6 163 286 136 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) 18.5 18.5 9.0 9.0 9.0 9.8 24.0 24.0 13.5 28.2 28.2 Effective Green, g (s) 18.5 18.5 9.0 9.0 9.0 9.8 24.0 24.0 13.5 28.2 28.2 Actuated g/C Ratio 0.21 0.21 0.10 0.10 0.10 0.11 0.27 0.27 0.15 0.31 0.31 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) 324 630 180 350 161 175 496 430 268 589 501 v/s Ratio Prot 0.07 c0.15 0.01 c0.04 0.05 0.04 c0.09 c0.15 v/s Ratio Perm 0.00 0.00 0.09 v/c Ratio 0.34 0.71 0.10 0.40 0.03 0.48 0.16 0.01 0.61 0.49 0.27 Uniform Delay, d1 30.6 33.2 36.8 38.0 36.6 37.7 25.3 24.3 35.8 25.0 23.2 Progression Factor 0.89 0.83 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.9 3.9 0.5 1.6 0.2 2.8 0.7 0.1 4.5 2.8 1.3 Delay (s) 27.9 31.4 37.3 39.5 36.7 40.5 25.9 24.3 40.3 27.9 24.5 Level of Service C C D D D D C C D C C Approach Delay (s) 30.8 38.7 32.4 28.5 Approach LOS C D C C Intersection Summary HCM 2000 Control Delay 30.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.59 Actuated Cycle Length (s) 90.0 Sum of lost time (s) 25.0 Intersection Capacity Utilization 59.0% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 250 Queuing and Blocking Report Fruit Hill Property Weekday AM - 2034 Background - Mitigation Weekday AM - 2034 Background - Mitigation Fruit Hill Property SimTraffic Report Weekday AM - 2034 Background - Mitigation 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) 178 135 283 15 432 175 63 574 220 Average Queue (ft) 69 37 127 0 252 61 4 309 56 95th Queue (ft) 143 96 226 8 391 142 36 559 204 Link Distance (ft) 226 226 226 407 498 498 498 878 Upstream Blk Time (%) 0 0 2 0 1 Queuing Penalty (veh) 0 0 1 0 0 Storage Bay Dist (ft) 640 Storage Blk Time (%) 2 0 Queuing Penalty (veh) 2 0 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) 176 76 165 201 207 79 174 105 88 Average Queue (ft) 69 19 83 114 70 34 67 51 39 95th Queue (ft) 139 50 147 187 159 65 141 84 69 Link Distance (ft) 498 498 498 193 193 193 914 Upstream Blk Time (%) 1 1 Queuing Penalty (veh) 1 1 Storage Bay Dist (ft) 400 480 Storage Blk Time (%) Queuing Penalty (veh) 251 Queues Fruit Hill Property 2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2034 Background - Mitigation Fruit Hill Property Synchro 11 Report Weekday PM - 2034 Background - Mitigation Page 1 Lane Group EBT WBL WBT SBT SBR Lane Group Flow (vph) 446 453 332 172 197 v/c Ratio 0.38 0.80 0.17 0.62 0.56 Control Delay 16.9 51.4 4.6 41.8 11.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 16.9 51.4 4.6 41.8 11.8 Queue Length 50th (ft) 41 251 25 80 0 Queue Length 95th (ft) 71 311 35 141 54 Internal Link Dist (ft) 202 481 849 Turn Bay Length (ft) 640 Base Capacity (vph) 1189 683 1935 287 354 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 0.38 0.66 0.17 0.60 0.56 Intersection Summary 252 253 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2034 Background - Mitigation Fruit Hill Property Synchro 11 Report Weekday PM - 2034 Background - Mitigation 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 0 165 Lane Group Flow (vph) 0 323 0 453 332 0 0 0 0 0 172 32 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) 21.2 25.7 53.0 12.8 12.8 Effective Green, g (s) 21.2 25.7 53.0 12.8 12.8 Actuated g/C Ratio 0.26 0.32 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) 1067 568 1928 278 184 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 0.62 0.17 Uniform Delay, d1 23.5 24.8 5.1 31.3 29.0 Progression Factor 1.00 1.71 0.85 1.00 1.00 Incremental Delay, d2 0.7 7.2 0.2 4.6 0.6 Delay (s) 24.2 49.6 4.5 36.0 29.6 Level of Service C D A D C Approach Delay (s) 24.2 30.5 0.0 32.6 Approach LOS C C A C Intersection Summary HCM 2000 Control Delay 29.2 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 254 Queues Fruit Hill Property 3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2034 Background - Mitigation Fruit Hill Property Synchro 11 Report Weekday PM - 2034 Background - Mitigation 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 21.0 15.5 22.0 7.6 35.4 5.8 5.6 Queue Delay 0.0 0.0 0.7 0.4 0.0 0.0 0.0 Total Delay 21.0 15.5 22.6 8.0 35.4 5.8 5.7 Queue Length 50th (ft) 79 63 105 5 91 1 0 Queue Length 95th (ft) 143 95 163 m39 156 51 50 Internal Link Dist (ft) 481 191 609 Turn Bay Length (ft) 400 480 Base Capacity (vph) 397 1936 1124 653 388 617 616 Starvation Cap Reductn 0 0 261 145 0 0 0 Spillback Cap Reductn 0 30 0 0 0 2 2 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.42 0.14 0.65 0.45 0.54 0.38 0.37 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. 255 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2034 Background - Mitigation Fruit Hill Property Synchro 11 Report Weekday PM - 2034 Background - Mitigation 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 Perm NA Perm Protected Phases 5 2 6 4 Permitted Phases 2 6 4 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 0.04 v/s Ratio Perm 0.18 0.05 c0.16 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 1.72 1.63 0.87 1.66 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) 17.9 14.0 20.4 33.0 32.3 23.5 23.4 Level of Service B B C C C C C Approach Delay (s) 15.5 24.1 26.2 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 0.55 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 256 Queues Fruit Hill Property 4: US 11 & Rest Church Rd Weekday PM - 2034 Background - Mitigation Fruit Hill Property Synchro 11 Report Weekday PM - 2034 Background - Mitigation 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 0.13 0.75 0.41 0.75 0.84 0.02 0.50 0.44 0.51 Control Delay 46.2 27.7 34.8 49.6 4.5 51.7 42.3 0.1 44.5 29.4 6.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 2.3 0.0 0.0 0.0 0.0 0.0 Total Delay 46.2 27.7 34.8 49.6 4.5 54.0 42.3 0.1 44.5 29.4 6.4 Queue Length 50th (ft) 85 71 12 73 0 95 214 0 43 87 0 Queue Length 95th (ft) #231 #110 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) 311 652 193 372 383 272 552 583 177 457 635 Starvation Cap Reductn 0 0 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 0.81 0.76 0.13 0.75 0.41 0.78 0.84 0.02 0.50 0.44 0.52 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 257 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 4: US 11 & Rest Church Rd Weekday PM - 2034 Background - Mitigation Fruit Hill Property Synchro 11 Report Weekday PM - 2034 Background - Mitigation 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 0 140 0 0 9 0 0 246 Lane Group Flow (vph) 252 457 0 26 280 17 197 461 4 88 203 80 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 8.6 8.6 8.6 12.2 23.4 23.4 8.0 19.7 19.7 Effective Green, g (s) 15.0 15.0 8.6 8.6 8.6 12.2 23.4 23.4 8.0 19.7 19.7 Actuated g/C Ratio 0.19 0.19 0.11 0.11 0.11 0.15 0.29 0.29 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) 301 594 194 373 173 262 550 425 177 458 389 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 0.13 0.75 0.10 0.75 0.84 0.01 0.50 0.44 0.21 Uniform Delay, d1 31.3 30.9 32.3 34.7 32.2 32.5 26.5 20.1 34.1 25.5 23.9 Progression Factor 0.68 0.64 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 18.3 6.2 0.7 9.8 0.5 12.2 14.2 0.0 3.0 3.1 1.2 Delay (s) 39.5 26.0 33.0 44.4 32.7 44.7 40.7 20.1 37.1 28.6 25.1 Level of Service D C C D C D D C D C C Approach Delay (s) 30.5 39.8 41.5 28.0 Approach LOS C D D C Intersection Summary HCM 2000 Control Delay 34.6 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 258 Queuing and Blocking Report Fruit Hill Property Weekday PM - 2034 Background - Mitigation Weekday PM - 2034 Background - Mitigation Fruit Hill Property SimTraffic Report Weekday PM - 2034 Background - Mitigation 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) 150 115 214 3 348 191 48 181 126 Average Queue (ft) 61 44 97 0 219 85 3 89 56 95th Queue (ft) 123 92 168 3 318 170 29 152 97 Link Distance (ft) 226 226 226 411 496 496 496 878 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 TR R Maximum Queue (ft) 218 97 129 203 197 129 298 138 63 Average Queue (ft) 91 41 55 121 103 60 139 70 27 95th Queue (ft) 177 81 108 190 178 105 241 115 52 Link Distance (ft) 496 496 496 190 190 190 638 Upstream Blk Time (%) 1 0 0 Queuing Penalty (veh) 2 1 0 Storage Bay Dist (ft) 400 480 Storage Blk Time (%) Queuing Penalty (veh) 259 Queuing and Blocking Report Fruit Hill Property Weekday PM - 2034 Background - Mitigation Weekday PM - 2034 Background - Mitigation Fruit Hill Property SimTraffic Report Weekday PM - 2034 Background - Mitigation 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) 184 202 178 51 168 205 84 150 700 255 113 180 Average Queue (ft) 98 130 83 12 74 100 45 120 286 19 46 75 95th Queue (ft) 167 191 148 38 142 175 73 182 652 119 90 142 Link Distance (ft) 190 190 190 415 415 415 945 977 Upstream Blk Time (%) 0 1 0 1 Queuing Penalty (veh) 0 1 0 0 Storage Bay Dist (ft) 250 150 280 240 Storage Blk Time (%) 0 6 22 0 Queuing Penalty (veh) 0 25 41 0 Intersection: 4: US 11 & Rest Church Rd Movement SB Directions Served R Maximum Queue (ft) 122 Average Queue (ft) 48 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: 71 260 Appendix N Year 2034 Total Traffic Operational Worksheets 261 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 - 262 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 0.76 0.66 Control Delay 14.6 43.9 10.2 48.3 11.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 14.6 43.9 10.2 48.3 11.2 Queue Length 50th (ft) 38 237 25 113 0 Queue Length 95th (ft) 73 316 m85 #215 71 Internal Link Dist (ft) 202 481 849 Turn Bay Length (ft) 640 Base Capacity (vph) 1078 667 1668 327 487 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 0.73 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. 263 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) 0 210 0 0 0 0 0 0 0 0 0 259 Lane Group Flow (vph) 0 321 0 447 344 0 0 0 0 0 239 58 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) 20.0 25.1 51.2 14.6 14.6 Effective Green, g (s) 20.0 25.1 51.2 14.6 14.6 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) 869 560 1662 314 221 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 0.76 0.26 Uniform Delay, d1 24.8 25.1 6.0 31.0 28.1 Progression Factor 1.00 1.35 1.60 1.00 1.00 Incremental Delay, d2 1.2 7.7 0.3 11.0 0.9 Delay (s) 26.0 41.7 9.8 42.0 28.9 Level of Service C D A D C Approach Delay (s) 26.0 27.9 0.0 34.6 Approach LOS C C A C Intersection Summary HCM 2000 Control Delay 29.3 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 264 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 0.44 0.13 0.37 0.19 0.74 0.51 Control Delay 17.2 12.1 14.8 1.9 23.1 7.2 Queue Delay 0.0 0.0 0.3 0.0 0.0 0.0 Total Delay 17.2 12.1 15.1 1.9 23.1 7.2 Queue Length 50th (ft) 55 49 93 0 45 0 Queue Length 95th (ft) m79 m66 112 1 #148 60 Internal Link Dist (ft) 481 191 609 Turn Bay Length (ft) 480 Base Capacity (vph) 364 2205 1469 751 403 542 Starvation Cap Reductn 0 0 431 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 0.44 0.13 0.47 0.17 0.70 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. 265 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 0.37 1.00 1.00 1.00 0.96 1.00 Satd. Flow (perm) 451 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 81 0 145 207 0 0 0 Lane Group Flow (vph) 161 278 0 0 493 49 0 139 55 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) 48.4 48.4 30.1 30.1 16.7 16.7 Effective Green, g (s) 48.4 48.4 30.1 30.1 16.7 16.7 Actuated g/C Ratio 0.60 0.60 0.38 0.38 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) 362 2079 1318 589 239 311 v/s Ratio Prot c0.06 0.08 0.14 v/s Ratio Perm c0.21 0.03 0.12 0.04 v/c Ratio 0.44 0.13 0.37 0.08 0.58 0.18 Uniform Delay, d1 7.9 6.8 18.1 16.1 28.5 26.0 Progression Factor 1.63 1.57 0.72 0.65 1.00 1.00 Incremental Delay, d2 0.9 0.1 0.7 0.2 5.5 0.6 Delay (s) 13.7 10.8 13.8 10.7 34.0 26.6 Level of Service B B B B C C Approach Delay (s) 11.9 13.2 30.4 0.0 Approach LOS B B C A Intersection Summary HCM 2000 Control Delay 18.7 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 62.4% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 266 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 0.54 0.50 0.11 0.35 0.12 0.53 0.14 0.03 0.73 0.48 0.55 Control Delay 46.1 14.3 34.9 35.4 0.6 46.1 22.0 0.1 56.6 25.9 5.2 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 46.1 15.0 34.9 35.4 0.6 46.1 22.0 0.1 56.6 25.9 5.2 Queue Length 50th (ft) 64 50 8 33 0 44 30 0 81 121 0 Queue Length 95th (ft) m110 #132 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 1069 170 405 399 176 576 657 222 606 816 Starvation Cap Reductn 0 243 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 0.64 0.11 0.35 0.12 0.53 0.14 0.03 0.73 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. 267 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 0 334 Lane Group Flow (vph) 127 418 0 18 140 9 93 78 5 163 286 111 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 23.9 1.4 14.5 14.5 8.7 18.1 18.1 10.0 19.9 19.9 Effective Green, g (s) 10.8 23.9 1.4 14.5 14.5 8.7 18.1 18.1 10.0 19.9 19.9 Actuated g/C Ratio 0.14 0.30 0.02 0.18 0.18 0.11 0.23 0.23 0.12 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) 234 954 31 635 292 175 421 365 223 467 397 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 0.22 0.03 0.53 0.19 0.01 0.73 0.61 0.28 Uniform Delay, d1 32.3 22.6 39.0 27.9 27.0 33.7 25.0 24.0 33.7 26.6 24.3 Progression Factor 1.16 0.72 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.1 0.4 36.4 0.4 0.1 3.9 1.0 0.1 12.4 5.9 1.7 Delay (s) 40.7 16.7 75.4 28.3 27.1 37.6 26.0 24.1 46.1 32.5 26.0 Level of Service D B E C C D C C D C C Approach Delay (s) 21.3 32.1 31.4 31.7 Approach LOS C C C C Intersection Summary HCM 2000 Control Delay 28.2 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) 26.6 Intersection Capacity Utilization 61.7% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 268 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) 214 146 304 75 326 182 80 254 154 Average Queue (ft) 89 34 161 5 201 80 5 120 71 95th Queue (ft) 174 95 277 48 297 149 41 215 120 Link Distance (ft) 227 227 227 408 503 503 503 878 Upstream Blk Time (%) 0 5 Queuing Penalty (veh) 0 6 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) 258 85 162 199 183 77 565 438 Average Queue (ft) 113 27 85 110 82 34 295 177 95th Queue (ft) 204 65 142 178 151 63 488 385 Link Distance (ft) 503 503 503 195 195 195 638 Upstream Blk Time (%) 0 0 0 Queuing Penalty (veh) 1 0 0 Storage Bay Dist (ft) 480 Storage Blk Time (%) 2 0 Queuing Penalty (veh) 3 0 269 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) 154 177 206 46 90 105 53 128 80 24 184 235 Average Queue (ft) 71 85 134 12 41 43 24 55 27 7 87 102 95th Queue (ft) 126 156 205 38 80 87 50 106 63 21 156 188 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 Queuing Penalty (veh) 0 0 1 Intersection: 4: US 11 & Rest Church Rd Movement SB Directions Served R Maximum Queue (ft) 151 Average Queue (ft) 61 95th Queue (ft) 115 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: 14 270 271 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 - 272 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 35.3 16.8 33.7 10.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 26.3 35.3 16.8 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) 1069 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. 273 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) 18.3 26.0 50.4 15.4 15.4 Effective Green, g (s) 18.3 26.0 50.4 15.4 15.4 Actuated g/C Ratio 0.23 0.32 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) 910 575 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 28.4 24.5 6.4 28.9 27.3 Progression Factor 1.00 1.05 2.34 1.00 1.00 Incremental Delay, d2 4.6 4.8 0.2 1.8 0.8 Delay (s) 33.0 30.4 15.2 30.7 28.1 Level of Service C C B C C Approach Delay (s) 33.0 23.1 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 274 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 1.04 0.18 0.77 0.45 0.86 0.47 Control Delay 92.5 16.4 30.7 6.1 42.3 4.5 Queue Delay 0.0 0.0 1.8 0.4 54.2 0.8 Total Delay 92.5 16.4 32.5 6.5 96.5 5.3 Queue Length 50th (ft) ~180 41 137 0 173 0 Queue Length 95th (ft) m#282 m70 m191 m14 #337 55 Internal Link Dist (ft) 481 191 836 Turn Bay Length (ft) 480 Base Capacity (vph) 318 1621 743 509 484 777 Starvation Cap Reductn 0 0 71 68 0 0 Spillback Cap Reductn 0 17 0 0 154 190 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 1.04 0.18 0.84 0.52 1.19 0.61 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. 275 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) 321 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 16.7 16.7 27.7 27.7 Effective Green, g (s) 37.4 37.4 16.7 16.7 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) 318 1622 738 327 443 520 v/s Ratio Prot c0.16 0.08 0.16 v/s Ratio Perm c0.32 0.03 0.30 0.08 v/c Ratio 1.04 0.18 0.77 0.15 0.85 0.24 Uniform Delay, d1 16.6 12.4 29.8 25.8 24.3 18.6 Progression Factor 2.25 1.24 0.81 0.89 1.00 1.00 Incremental Delay, d2 55.0 0.2 5.9 0.7 16.0 0.5 Delay (s) 92.4 15.6 30.1 23.6 40.3 19.1 Level of Service F B C C D B Approach Delay (s) 56.5 28.3 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 276 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 0.56 0.30 0.83 0.94 0.02 0.47 0.58 0.58 Control Delay 197.9 10.8 36.2 36.6 1.4 62.2 62.7 0.1 42.8 37.2 7.7 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 199.0 10.8 36.2 37.0 1.4 63.1 62.7 0.1 42.8 37.2 7.8 Queue Length 50th (ft) ~317 24 12 69 0 100 ~273 0 42 94 0 Queue Length 95th (ft) m#483 m53 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 1250 162 511 535 244 491 630 188 351 573 Starvation Cap Reductn 33 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 1.47 0.24 0.16 0.59 0.29 0.84 0.94 0.02 0.47 0.58 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. 277 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 97 0 0 0 126 0 0 10 0 0 261 Lane Group Flow (vph) 467 202 0 26 280 31 202 461 3 88 203 69 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 22.8 2.9 15.6 15.6 11.4 20.9 20.9 6.8 16.8 16.8 Effective Green, g (s) 10.1 22.8 2.9 15.6 15.6 11.4 20.9 20.9 6.8 16.8 16.8 Actuated g/C Ratio 0.13 0.29 0.04 0.19 0.19 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) 223 927 65 676 314 244 491 380 150 391 332 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 0.94 0.01 0.59 0.52 0.21 Uniform Delay, d1 35.0 21.8 37.7 28.2 26.4 33.3 28.9 21.9 35.2 28.0 26.1 Progression Factor 1.12 0.92 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 506.5 0.5 8.2 0.9 0.3 20.9 26.6 0.0 6.8 2.3 0.7 Delay (s) 545.7 20.5 45.9 29.1 26.7 54.2 55.5 21.9 42.0 30.3 26.8 Level of Service F C D C C D E C D C C Approach Delay (s) 340.7 29.2 54.5 30.1 Approach LOS F C D 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 278 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) 262 222 284 22 56 339 240 177 181 160 Average Queue (ft) 134 85 149 1 3 200 131 17 78 69 95th Queue (ft) 229 176 244 14 32 303 222 90 144 121 Link Distance (ft) 227 227 227 396 396 504 504 504 878 Upstream Blk Time (%) 1 0 1 Queuing Penalty (veh) 2 0 3 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) 405 190 108 227 226 128 928 480 Average Queue (ft) 204 67 39 148 138 50 902 430 95th Queue (ft) 346 145 85 232 226 94 977 665 Link Distance (ft) 504 504 504 198 198 198 865 Upstream Blk Time (%) 3 2 0 84 Queuing Penalty (veh) 7 5 0 0 Storage Bay Dist (ft) 480 Storage Blk Time (%) 78 2 Queuing Penalty (veh) 161 11 279 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) 228 144 143 82 196 214 118 150 899 203 109 175 Average Queue (ft) 201 31 59 21 80 96 54 132 463 20 48 85 95th Queue (ft) 232 94 116 60 161 183 95 184 1037 124 91 149 Link Distance (ft) 198 198 198 427 427 427 1393 980 Upstream Blk Time (%) 27 0 0 4 Queuing Penalty (veh) 61 0 0 0 Storage Bay Dist (ft) 250 150 280 240 Storage Blk Time (%) 0 0 15 36 0 0 Queuing Penalty (veh) 0 0 64 69 0 0 Intersection: 4: US 11 & Rest Church Rd Movement SB Directions Served R Maximum Queue (ft) 164 Average Queue (ft) 59 95th Queue (ft) 115 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: 383 280 Appendix O Year 2034 Total Traffic Conditions – Mitigation Scenario Operational Worksheets 281 Queues Fruit Hill Property 2: I-81 SB Ramps & Rest Church Rd Weekday AM - 2034 Total - Mitigation Fruit Hill Property Synchro 11 Report Weekday AM - 2034 Total - Mitigation 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 0.70 0.64 Control Delay 14.7 44.5 12.0 41.5 10.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 14.7 44.5 12.0 41.5 10.2 Queue Length 50th (ft) 39 243 52 108 0 Queue Length 95th (ft) 72 #337 92 183 68 Internal Link Dist (ft) 202 481 849 Turn Bay Length (ft) 640 Base Capacity (vph) 1064 600 1625 369 509 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 0.62 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 282 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 2: I-81 SB Ramps & Rest Church Rd Weekday AM - 2034 Total - Mitigation Fruit Hill Property Synchro 11 Report Weekday AM - 2034 Total - Mitigation 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 0 254 Lane Group Flow (vph) 0 320 0 447 344 0 0 0 0 0 239 63 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) 19.6 24.2 49.9 15.9 15.9 Effective Green, g (s) 19.6 24.2 49.9 15.9 15.9 Actuated g/C Ratio 0.25 0.30 0.62 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) 851 540 1619 342 241 v/s Ratio Prot c0.09 c0.25 0.13 c0.14 v/s Ratio Perm 0.05 v/c Ratio 0.38 0.83 0.21 0.70 0.26 Uniform Delay, d1 25.1 26.0 6.5 29.8 27.1 Progression Factor 1.00 1.23 1.71 1.00 1.00 Incremental Delay, d2 1.3 9.6 0.3 6.6 0.8 Delay (s) 26.4 41.5 11.4 36.4 27.9 Level of Service C D B D C Approach Delay (s) 26.4 28.4 0.0 31.5 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 283 Queues Fruit Hill Property 3: I-81 NB Ramps & Rest Church Rd Weekday AM - 2034 Total - Mitigation Fruit Hill Property Synchro 11 Report Weekday AM - 2034 Total - Mitigation 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 22.6 13.9 26.1 5.4 39.7 0.6 0.6 Queue Delay 0.0 0.0 0.3 0.0 0.0 0.0 0.0 Total Delay 22.6 13.9 26.4 5.4 39.7 0.6 0.6 Queue Length 50th (ft) 57 51 123 0 95 0 0 Queue Length 95th (ft) m111 79 163 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 0 170 0 0 0 0 Spillback Cap Reductn 0 2 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.47 0.15 0.56 0.22 0.61 0.20 0.20 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. 284 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 3: I-81 NB Ramps & Rest Church Rd Weekday AM - 2034 Total - Mitigation Fruit Hill Property Synchro 11 Report Weekday AM - 2034 Total - Mitigation 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 1.64 1.38 1.00 1.66 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) 18.3 12.6 24.2 33.8 36.0 22.3 22.3 Level of Service B B C C D C C Approach Delay (s) 14.7 26.2 27.8 0.0 Approach LOS B C C A Intersection Summary HCM 2000 Control Delay 23.6 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) 23.1 Intersection Capacity Utilization 62.1% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 285 Queues Fruit Hill Property 4: US 11 & Rest Church Rd Weekday AM - 2034 Total - Mitigation Fruit Hill Property Synchro 11 Report Weekday AM - 2034 Total - Mitigation 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 0.38 0.13 0.51 0.18 0.04 0.58 0.54 0.58 Control Delay 35.8 33.4 34.1 36.9 0.8 43.7 27.8 0.1 39.5 29.3 6.0 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 35.8 33.4 34.1 36.9 0.8 43.7 27.8 0.1 39.5 29.3 6.0 Queue Length 50th (ft) 47 87 8 35 0 44 32 0 75 123 0 Queue Length 95th (ft) 109 165 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) 325 737 188 366 367 189 432 535 328 533 772 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 0.38 0.13 0.49 0.18 0.04 0.50 0.54 0.58 Intersection Summary 286 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 4: US 11 & Rest Church Rd Weekday AM - 2034 Total - Mitigation Fruit Hill Property Synchro 11 Report Weekday AM - 2034 Total - Mitigation 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 0 320 Lane Group Flow (vph) 114 437 0 18 140 5 93 78 5 163 286 125 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 8.4 8.4 8.4 9.1 18.5 18.5 12.6 22.5 22.5 Effective Green, g (s) 15.5 15.5 8.4 8.4 8.4 9.1 18.5 18.5 12.6 22.5 22.5 Actuated g/C Ratio 0.19 0.19 0.11 0.11 0.11 0.11 0.23 0.23 0.16 0.28 0.28 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) 305 593 189 368 169 183 430 373 281 529 449 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 0.38 0.03 0.51 0.18 0.01 0.58 0.54 0.28 Uniform Delay, d1 28.0 30.3 32.4 33.4 32.1 33.3 24.7 23.7 31.2 24.4 22.4 Progression Factor 1.15 1.09 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 1.4 0.2 3.0 0.9 0.1 3.6 3.9 1.5 Delay (s) 33.4 38.2 32.8 34.7 32.3 36.4 25.6 23.8 34.8 28.3 24.0 Level of Service C D C C C D C C C C C Approach Delay (s) 37.3 34.0 30.6 27.3 Approach LOS D C C C Intersection Summary HCM 2000 Control Delay 31.7 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 287 Queuing and Blocking Report Fruit Hill Property Weekday AM - 2034 Total - Mitigation Weekday AM - 2034 Total - Mitigation Fruit Hill Property SimTraffic Report Weekday AM - 2034 Total - Mitigation 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) 199 139 293 27 320 238 102 226 154 Average Queue (ft) 89 33 156 2 201 77 5 116 69 95th Queue (ft) 169 93 259 19 288 169 44 193 120 Link Distance (ft) 227 227 227 408 496 496 496 878 Upstream Blk Time (%) 0 3 Queuing Penalty (veh) 0 3 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) 250 80 187 202 204 88 298 355 191 Average Queue (ft) 118 22 89 124 103 39 176 61 39 95th Queue (ft) 208 55 163 190 187 71 284 163 103 Link Distance (ft) 496 496 496 190 190 190 638 Upstream Blk Time (%) 1 1 0 Queuing Penalty (veh) 1 1 0 Storage Bay Dist (ft) 300 480 Storage Blk Time (%) 1 0 0 Queuing Penalty (veh) 2 1 0 288 Queues Fruit Hill Property 2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2034 Total - Mitigation Fruit Hill Property Synchro 11 Report Weekday PM - 2034 Total - Mitigation 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 30.9 14.1 40.3 12.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 22.0 30.9 14.1 40.3 12.4 Queue Length 50th (ft) 98 216 83 80 0 Queue Length 95th (ft) 138 m305 m115 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. 289 290 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2034 Total - Mitigation Fruit Hill Property Synchro 11 Report Weekday PM - 2034 Total - Mitigation 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 0.76 2.45 1.00 1.00 Incremental Delay, d2 2.4 8.2 0.2 3.9 0.9 Delay (s) 27.5 28.0 13.6 34.9 29.9 Level of Service C C B C C Approach Delay (s) 27.5 21.1 0.0 31.8 Approach LOS C C A C Intersection Summary HCM 2000 Control Delay 25.8 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 291 Queues Fruit Hill Property 3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2034 Total - Mitigation Fruit Hill Property Synchro 11 Report Weekday PM - 2034 Total - Mitigation 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 43.2 9.1 32.6 9.5 52.3 5.9 5.7 Queue Delay 0.0 0.0 1.6 0.3 0.0 0.0 0.0 Total Delay 43.2 9.1 34.2 9.9 52.3 5.9 5.8 Queue Length 50th (ft) 130 30 155 9 135 1 0 Queue Length 95th (ft) #235 42 212 m82 #267 53 52 Internal Link Dist (ft) 481 191 609 Turn Bay Length (ft) 300 480 Base Capacity (vph) 417 1897 865 555 356 585 584 Starvation Cap Reductn 0 0 149 70 0 0 0 Spillback Cap Reductn 0 55 0 0 0 3 3 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.79 0.16 0.79 0.47 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. 292 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2034 Total - Mitigation Fruit Hill Property Synchro 11 Report Weekday PM - 2034 Total - Mitigation 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 2.34 0.96 1.05 1.87 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) 39.6 8.8 31.5 44.9 47.3 22.8 22.7 Level of Service D A C D D C C Approach Delay (s) 25.2 35.4 32.3 0.0 Approach LOS C D C A Intersection Summary HCM 2000 Control Delay 31.4 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 293 Queues Fruit Hill Property 4: US 11 & Rest Church Rd Weekday PM - 2034 Total - Mitigation Fruit Hill Property Synchro 11 Report Weekday PM - 2034 Total - Mitigation 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 38.9 27.9 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 1.8 0.0 0.0 0.0 0.0 0.0 0.0 0.1 Total Delay 39.7 28.1 34.8 51.4 4.5 51.8 42.5 0.1 44.5 33.5 7.6 Queue Length 50th (ft) 109 93 12 73 0 97 220 0 43 89 0 Queue Length 95th (ft) #242 153 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 16 25 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 25 0 0 0 0 0 0 16 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.74 0.70 0.13 0.81 0.41 0.73 0.83 0.02 0.50 0.49 0.56 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 294 HCM Signalized Intersection Capacity Analysis Fruit Hill Property 4: US 11 & Rest Church Rd Weekday PM - 2034 Total - Mitigation Fruit Hill Property Synchro 11 Report Weekday PM - 2034 Total - Mitigation 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 0.91 0.89 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 16.1 6.6 0.7 9.8 0.5 12.5 11.4 0.0 9.4 1.8 0.6 Delay (s) 43.4 33.1 33.0 44.4 32.7 44.8 37.8 20.0 45.0 28.7 25.7 Level of Service D C C D C D D B D C C Approach Delay (s) 36.6 39.8 39.5 29.4 Approach LOS D D D C Intersection Summary HCM 2000 Control Delay 36.2 HCM 2000 Level of Service D 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 295 Queuing and Blocking Report Fruit Hill Property Weekday PM - 2034 Total - Mitigation Weekday PM - 2034 Total - Mitigation Fruit Hill Property SimTraffic Report Weekday PM - 2034 Total - Mitigation 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) 217 224 283 22 322 203 93 184 146 Average Queue (ft) 111 79 155 1 187 116 6 87 69 95th Queue (ft) 182 167 247 18 287 187 47 153 116 Link Distance (ft) 226 226 226 1072 496 496 496 878 Upstream Blk Time (%) 0 0 2 Queuing Penalty (veh) 0 0 3 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 61 102 216 212 136 291 330 186 Average Queue (ft) 159 26 39 142 127 55 177 86 33 95th Queue (ft) 268 55 84 216 212 99 284 223 121 Link Distance (ft) 496 496 496 190 190 190 638 Upstream Blk Time (%) 2 1 0 Queuing Penalty (veh) 4 3 0 Storage Bay Dist (ft) 300 480 Storage Blk Time (%) 0 0 0 Queuing Penalty (veh) 2 1 0 296 Queuing and Blocking Report Fruit Hill Property Weekday PM - 2034 Total - Mitigation Weekday PM - 2034 Total - Mitigation Fruit Hill Property SimTraffic Report Weekday PM - 2034 Total - Mitigation 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) 171 197 182 72 192 210 96 150 480 139 116 148 Average Queue (ft) 99 125 90 15 77 108 44 115 217 9 46 74 95th Queue (ft) 158 178 155 63 172 206 75 178 408 65 91 133 Link Distance (ft) 190 190 190 415 415 415 945 977 Upstream Blk Time (%) 0 0 0 0 0 Queuing Penalty (veh) 0 1 0 0 0 Storage Bay Dist (ft) 250 150 280 240 Storage Blk Time (%) 0 1 5 16 0 Queuing Penalty (veh) 0 0 19 30 0 Intersection: 4: US 11 & Rest Church Rd Movement SB Directions Served R Maximum Queue (ft) 135 Average Queue (ft) 54 95th Queue (ft) 105 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: 65 297 REZONING APPLICATION #10-22 FRUIT HILL (EQUUS CAPITAL PARTNERS, LTD., DTS, LC AND WILLIAM O. MINOR) Staff Report for the Planning Commission Prepared: November 22, 2022 Staff Contact: John A. Bishop, AICP, Assistant Director Reviewed Action Planning Commission: 11/02/22 Postponed Planning Commission 12/07/22 Pending Board of Supervisors: 01/11/23 Pending EXECUTIVE SUMMARY & STAFF CONCLUSIONS FOR THE 12/07/22 PLANNING COMMISSION MEETING: The subject project seeks to rezone 220.06 acres of RA to a mixture of M1 (189.08 acres), B2 (10.34 acres), and OM (20.64 acres). This includes parcels 33-9-1A, 33-A-89, and 33-A-90 in the Stonewall Magisterial District. The properties front on Rest Church Road, Ruebuck Lane, and Zachary Ann Lane just west of the Exit 323 interchange of I-81. According to the applicant’s impact statement they seek 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. A portion of that square footage will be reserved for the potential location of a data center should that use become viable [300,000sq. ft.]” End users have yet to be identified, however this applicant has historically developed warehousing uses in the County and the rezoning sought is consistent with that use with the exception of the 30.98 acres for which B2 and OM zoning is sought. The applicant has proffered out a number of uses as detailed in item 1.2 of the included proffer statement dated June 28, 2022 and revised on October 19, 2022. Please note that the proffers reviewed at the work session have been updated as of the October 19, 2022 revision. The applicant has also proffered to limit certain uses to no more than a prescribed amount as follows: • Proffer 1.3 limits the gross sq. ft. of warehousing and/or High Cube Cold Storage to not more than 2,125,500. • Proffer 1.4 limits the gross sq. ft. of development in the OM District to 300,000 • Proffer 1.5 limits the restaurant use to 5,000 sq. ft. and the hotel use to 100 rooms. Summarized transportation proffers are as follows: • If the applicant develops allowed uses with higher trip generation that what has been studied as part of this application, they shall submit an updated TIA and mitigate the additional impacts (Proffers 1.6.1 and 1.6.2). • The applicant is proffering to construct 2 lanes of the comprehensive planned north south collector road and relocate Zachary Ann Lane to an intersection with the collector road which the applicant is calling Fruit Hill Road. This construction would include a bike lane and 104 feet of right of way (Proffer 3.2). 298 Rezoning #10-22 Fruit Hill (Equus Capital Partners, Ltd., DTS, LC and William O. Minor) November 22, 2022 Page 2 • Construction of a westbound left turn lane from Ruebuck Lane to Fruit Hill Road (Proffer 3.3). • Abandonment of Ruebuck Lane right of way beyond its current terminus and dedication of an additional 25 feet of right of way along existing Ruebuck Lane. The applicant will also construct a turnaround at the terminus of Ruebuck Lane. (Proffer 3.4 and 3.5) • $650,000 in cash proffers toward improvements in the vicinity of Exit 323. (Proffer 3.6) • Pro-rata share of signalization of proposed Fruit Hill Road and Rest Church Road based on total vehicle trips at the intersection. (Proffer 3.13) Additional proffers from the applicant include the construction of necessary water and sewer upgrades to service the development, $150.00 per 1,000 gross square feet for fire and rescue, a Phase II Architectural resources study, and limitations on lighting to minimize the impact on neighboring properties. In addition to specific proffer notes included in the proffer section beginning on page 3 and referenced below staff would note that as of the date of this report, VDOT has not received TIA modifications that were noted in their comments from August 8, 2022. Staff has also provided VDOT with the October 19th proffers for review and has received comment dated October 28, 2022 which is included in this rezoning packet. In addition to the fact that the proposed rezoning is not in conformance with the Board’s adopted Comprehensive Plan, Staff has noted a number of concerns with the proffer language as follows: • Proffer 1.6.1: The language regarding the implementation of improvements identified has weaknesses that would make implementation of that proffer difficult for VDOT and Staff should the scenario described therein occur. • Proffer 3.6: Staff has concerns with the justification used to reach the amount of this proffer and has asked VDOT for additional input. In addition to that, staff contends that physical improvements are preferable to cash given the high level of variability in project cost as it moves from planning estimates to construction. Our experience in project implementation indicates that the estimated costs used by the applicant are low. • Proffer 3.13: While staff recognizes that the applicant has implemented the signalization agreement proffer, the pro rata share calculation as described in the proffer is flawed. No share of pro rata cost should be applied to trips (Rest Church Road through trips) that do not create the need for a signal. • The lack of a traffic study that has been deemed acceptable by VDOT is a significant concern which significantly complicates the ability to adequately assess the impacts of the development as compared to the proffers submitted to offset those impacts. 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. 299 Rezoning #10-22 Fruit Hill (Equus Capital Partners, Ltd., DTS, LC and William O. Minor) November 22, 2022 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 OM (Office Manufacturing Park) 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 300 Rezoning #10-22 Fruit Hill (Equus Capital Partners, Ltd., DTS, LC and William O. Minor) November 22, 2022 Page 4 REVIEW EVALUATIONS: Virginia Dept. of Transportation: Please see attached Fruit Hill Property TIA Review from VDOT dated August 8, 2022 and follow up comment in response to the October 19th proffers which is dated October 29, 2022. 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 commits 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: Please see attached letter dated October 25, 2022 from Roderick Williams, County Attorney. 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 Policy Plan: 301 Rezoning #10-22 Fruit Hill (Equus Capital Partners, Ltd., DTS, LC and William O. Minor) November 22, 2022 Page 5 The 2021 update of the 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, 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. Section §165 -605.01 of the Frederick County Zoning Ordinance speaks to the intent of the mixed-use industrial office land use classification by shaping the intent of the zoning district intended to implement it “designed to provide areas for research- and-development centers, office parks, and minimal-impact industrial and assembly uses. Uses are allowed which do not create noise, smoke, dust or other hazards.” Further, 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: • If the applicant develops allowed uses with higher trip generation that what has been studied as part of this application, they shall submit an updated TIA and mitigate the additional impacts. • The applicant is proffering to construct 2 lanes of the comprehensive planned north south collector road and relocate Zachary Ann Lane to an intersection with the collector road which the applicant is calling Fruit Hill Road. This construction would include a bike lane and 104 feet of right of way. • Construction of a westbound left turn lane from Ruebuck Lane to Fruit Hill Road. 302 Rezoning #10-22 Fruit Hill (Equus Capital Partners, Ltd., DTS, LC and William O. Minor) November 22, 2022 Page 6 • Abandonment of Ruebuck Lane right of way beyond its current terminus and dedication of an additional 25 feet of right of way along existing Ruebuck Lane. The applicant will also construct a turnaround at the terminus of Ruebuck Lane. • $650,000 in cash proffers toward improvements in the vicinity of Exit 323. • Pro-rata share of signalization of proposed Fruit Hill Road and Rest Church Road based on total vehicle trips at the intersection. 3) Proffer Statement, Dated October 19, 2022, 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 1.2.2. Transportation by air 1.2.3. Dry cleaning plants 1.2.4. Automotive repair shops 1.2.5. Welding repair 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 f1eet maintenance facilities 1.2.19. Standard Industrial Code 55, gasoline service stations and truck Stops 303 Rezoning #10-22 Fruit Hill (Equus Capital Partners, Ltd., DTS, LC and William O. Minor) November 22, 2022 Page 7 1.3. The Applicant may construct not more than 2,125,500 gross sq. ft. of Warehousing (ITE Use Group 150) and/or High Cube Cold Storage (ITE Use Group 157), as depicted on the GDP, and in compliance with relevant Frederick County Ordinances. 1.4. The Applicant may develop that portion of the Property to be rezoned to OM, as depicted on the GDP, with up to 300,000 sq. ft. of uses permitted in OM districts, subject to the requirements of Proffer 1.6.1 and 1.6.2. The Applicant may elect to construct a building of a lesser size or construct the building in phases, up to the maximum 300,000 square feet, as needed, and in compliance with relevant Frederick County Ordinances. 1.5. The Applicant may develop no more than 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. These uses may be in one structure, or in two separate structures, and in compliance with relevant Frederick County Ordinances. 1.6. The Applicant shall not be limited to the development of those uses listed in Proffers 1.3, and 1.4, and it shall be permitted to develop the Property with any other use permitted by right or special use permit in the relevant zoning district and not prohibited by Proffer 1.2, subject, however, to the following requirements: 1.6.1. If the Applicant elects to develop the 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 / (the “TIA”), then as part of the 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 as reasonably required according to a timeline mutually agreed between VDOT, the County, and the Applicant. Staff note: This proffer has been updated from the previous version to note that any permitted use with higher trip generation would require an updated TIA and associated improvements. However, the use of the terms ‘reasonably required’ and ‘timeline mutually agreed’ weakens this proffer substantially. Identified degradation in traffic flow should be fully addressed prior to the development that generations the traffic. 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 304 Rezoning #10-22 Fruit Hill (Equus Capital Partners, Ltd., DTS, LC and William O. Minor) November 22, 2022 Page 8 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 depicted on the approved GDP, within 60 days of a written request therefor. 3.2. The Applicant shall relocate Zachary Ann Lane 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 shall construct that portion of Fruit Hill Road within the boundaries of the Property, both of the above 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, that portion of Ruebuck Lane immediately past the southern boundary of County Parcel Map Pin 33-(5)-24, and 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. 3.6. The Applicant shall make a contribution to the County in the amount of $650,000.00 to be used toward road improvements in the vicinity of the 323 Interchange of Interstate 81, as the Board of Supervisors may determine in its sole judgment. 305 Rezoning #10-22 Fruit Hill (Equus Capital Partners, Ltd., DTS, LC and William O. Minor) November 22, 2022 Page 9 Staff Note: While the applicant has removed previous limitations in this proffer to specific improvements, staff remains concerned that these funds will not fully address the areas of need as impacted by their development and that physical improvements would be preferable. The applicant has provided their justification for the amount which has been included in the materials included in the agenda. Staff has also requested VDOT input on the applicant’s stated costs, as our experience reflects that the cost estimates may be substantially low. 3.7. The aforesaid contribution for traffic improvements shall be paid upon the issuance of the first occupancy permit for any building in the OM or M1 zoning districts on the Property. 3.8. All proffered road improvements to be constructed by the Applicant shall be completed prior to the issuance of the first occupancy permit for any building on the Property. 3.9. 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. All public roads shall be constructed to VDOT standards and subject to the approval of VDOT and Frederick County. 3.11. 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. 3.12. The Applicant shall provide appropriate site 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. 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. Staff Note: The applicant’s method for determining their share of a signalization is flawed. Calculation for share of signalization responsibility should only include trips that create the need for a signal. Through trips on Rest Church Road do not create that need. 306 Rezoning #10-22 Fruit Hill (Equus Capital Partners, Ltd., DTS, LC and William O. Minor) November 22, 2022 Page 10 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 t he 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. 307 Rezoning #10-22 Fruit Hill (Equus Capital Partners, Ltd., DTS, LC and William O. Minor) November 22, 2022 Page 11 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. 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. STAFF CONCLUSIONS FOR THE 12/07/22 PLANNING COMMISSION MEETING: The subject project seeks to rezone 220.06 acres of RA to a mixture of M1 (189.08 acres), B2 (10.34 acres), and OM (20.64 acres). This includes parcels 33-9-1A, 33-A-89, and 33-A-90 in the Stonewall Magisterial District. The properties front on Rest Church Road, Ruebuck Lane, and Zachary Ann Lane just west of the Exit 323 interchange of I-81. According to the applicant’s impact statement they seek 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. A portion of that square footage will be reserved for the potential location of a data center should that use become viable [300,000sq. ft.]” End users have yet to be identified, however this applicant has historically developed warehousing uses in the County and the rezoning sought is consistent with that use with the exception of the 30.98 acres for which B2 and OM zoning is sought. The applicant has proffered out a number of uses as detailed in item 1.2 of the included proffer statement dated June 28, 2022 and revised on October 19, 2022. Please note that the proffers reviewed at the work session have been updated as of the October 19, 2022 revision. The applicant has also proffered to limit certain uses to no more than a prescribed amount as follows: 308 Rezoning #10-22 Fruit Hill (Equus Capital Partners, Ltd., DTS, LC and William O. Minor) November 22, 2022 Page 12 • Proffer 1.3 limits the gross sq. ft. of warehousing and/or High Cube Cold Storage to not more than 2,125,500. • Proffer 1.4 limits the gross sq. ft. of development in the OM District to 300,000 • Proffer 1.5 limits the restaurant use to 5,000 sq. ft. and the hotel use to 100 rooms. Summarized transportation proffers are as follows: • If the applicant develops allowed uses with higher trip generation that what has been studied as part of this application, they shall submit an updated TIA and mitigate the additional impacts (Proffers 1.6.1 and 1.6.2). • The applicant is proffering to construct 2 lanes of the comprehensive planned north south collector road and relocate Zachary Ann Lane to an intersection with the collector road which the applicant is calling Fruit Hill Road. This construction would include a bike lane and 104 feet of right of way (Proffer 3.2) • Construction of a westbound left turn lane from Ruebuck Lane to Fruit Hill Road (Proffer 3.3). • Abandonment of Ruebuck Lane right of way beyond its current terminus and dedication of an additional 25 feet of right of way along existing Ruebuck Lane. The applicant will also construct a turnaround at the terminus of Ruebuck Lane. (Proffer 3.4 and 3.5) • $650,000 in cash proffers toward improvements in the vicinity of Exit 323. (Proffer 3.6) • Pro-rata share of signalization of proposed Fruit Hill Road and Rest Church Road based on total vehicle trips at the intersection. (Proffer 3.13) Additional proffers from the applicant include the construction of necessary water and sewer upgrades to service the development, $150.00 per 1,000 gross square feet for fire and rescue, a Phase II Architectural resources study, and limitations on lighting to minimize the impact on neighboring properties. In addition to specific proffer notes included in the proffer section beginning on page 3 and referenced below staff would note that as of the date of this report, VDOT has not received TIA modifications that were noted in their comments from August 8, 2022. Staff has also provided VDOT with the October 19th proffers for review and has received comment dated October 28, 2022 which is included in this rezoning packet. In addition to the fact that the proposed rezoning is not in conformance with the Board’s adopted Comprehensive Plan, Staff has noted a number of concerns with the proffer language as follows: • Proffer 1.6.1: The language regarding the implementation of improvements identified has weaknesses that would make implementation of that proffer difficult for VDOT and Staff should the scenario described therein occur. • Proffer 3.6: Staff has concerns with the justification used to reach the amount of this proffer and has asked VDOT for additional input. In addition to that, staff contends that physical improvements are preferable to cash given the high level of variability in project cost as it moves from planning estimates to construction. Our experience in project implementation indicates that the estimated costs used by the applicant are low. 309 Rezoning #10-22 Fruit Hill (Equus Capital Partners, Ltd., DTS, LC and William O. Minor) November 22, 2022 Page 13 • Proffer 3.13: While staff recognizes that the applicant has implemented the signalization agreement proffer, the pro rata share calculation as described in the proffer is flawed. No share of pro rata cost should be applied to trips (Rest Church Road through trips) that do not create the need for a signal. • The lack of a traffic study that has been deemed acceptable by VDOT is a significant concern which significantly complicates the ability to adequately assess the impacts of the development as compared to the proffers submitted to offset those impacts. 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. 310 RIDGEWAYESTATESSubdivision WHITEHALLBUSINESS PARKSubdivision CARROLLTONSubdivision £¤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 WOODBINERD W I N E S A P C T JO N A TH A N D RSTAYMAN DRH A U P T M A N C TTIMBERLAKES LNRUEBUCKRDR U E B U C K L N REST CHURCH RD ZACHARY ANN LNJOLINE DR M A C BETH LN MARTINSBURGPIKEApplication Parcels Sewer and Water Service A rea B2 (General Business District) B3 (Industr ial Transition District) M1 (Light Industrial District) M2 (Industrial General Distr ict)µ Frederick C ounty Planning & Development107 N Kent StWinchester, V A 22601540 - 665 - 5651Map Created: September 28, 2022REST CHURCH R DWOODSIDE RDMARTINSBURG PIKEM ACBETH LNBROWN LNWOODBINE RD TIMBERLAKES LNRUEBUCK RDJOLINE DRR U E B U C K L N 0 1,000 2,000500 Feet BERKELEYCOUNTYWV R E Z # 1 0 - 2 2 : F r u i t H i l lPINs: 3 3 - 9 - 1 A , 3 3 - A - 8 9 , 3 3 - A - 9 0Rezoning f r o m R A to M 1 , R A t o B 2 , a n d R A t o O MZoning M a p REZ #10-22 REZ #10-22 REZ #10-22 REZ #10-22 REZ #10-22 311 RIDGEWAYESTATESSubdivision WHITEHALLBUSINESS PARKSubdivision CARROLLTONSubdivision £¤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 WOODBINERD W I N E S A P C T JO N A TH A N D RSTAYMAN DRH A U P T M A N C TTIMBERLAKES LNRUEBUCKRDR U E B U C K L N REST CHURCH RD ZACHARY ANN LNJOLINE DR M A C BETH LN MARTINSBURGPIKEApplication Parcels Sewer and Water Service A rea µ Frederick C ounty Planning & Development107 N Kent StWinchester, V A 22601540 - 665 - 5651Map Created: September 28, 2022REST CHURCH R DWOODSIDE RDMARTINSBURG PIKEM ACBETH LNBROWN LNWOODBINE RD TIMBERLAKES LNRUEBUCK RDJOLINE DRR U E B U C K L N 0 1,000 2,000500 Feet BERKELEYCOUNTYWV R E Z # 1 0 - 2 2 : F r u i t H i l lPINs: 3 3 - 9 - 1 A , 3 3 - A - 8 9 , 3 3 - A - 9 0Rezoning f r o m R A to M 1 , R A t o B 2 , a n d R A t o O MLocation M a p REZ #10-22 REZ #10-22 REZ #10-22 REZ #10-22 REZ #10-22 312 RIDGEWAYESTATESSubdivision WHITEHALLBUSINESS PARKSubdivision CARROLLTONSubdivision £¤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 WOODBINERD W I N E S A P C T JO N A TH A N D RSTAYMAN DRH A U P T M A N C TTIMBERLAKES LNRUEBUCKRDR U E B U C K L N REST CHURCH RD ZACHARY ANN LNJOLINE DR M A C BETH LN MARTINSBURGPIKEApplication Parcels Sewer and Water Service A rea Long R ange Land Use Business Mixed Use Industrial/O ffice Industrial µ Frederick C ounty Planning & Development107 N Kent StWinchester, V A 22601540 - 665 - 5651Map Created: September 28, 2022REST CHURCH R DWOODSIDE RDMARTINSBURG PIKEM ACBETH LNBROWN LNWOODBINE RD TIMBERLAKES LNRUEBUCK RDJOLINE DRR U E B U C K L N 0 1,000 2,000500 Feet BERKELEYCOUNTYWV R E Z # 1 0 - 2 2 : F r u i t H i l lPINs: 3 3 - 9 - 1 A , 3 3 - A - 8 9 , 3 3 - A - 9 0Rezoning f r o m R A to M 1 , R A t o B 2 , a n d R A t o O MLong R a n g e L a n d U s e M a p REZ #10-22 REZ #10-22 REZ #10-22 REZ #10-22 REZ #10-22 313 314 315 316 317 PROFFER STATEMENT EQUUS CAPITAL PARTNERS, LTD. FRUIT HILL REZONING STONEWALL MAGISTERIAL DISTRICT +/- 220.06 ACRES Rezoning: #________-________ 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 OM Project Name: Fruit Hill Rezoning Original Proffer Date: June 28, 2022 Revision Date: October 19, 2022 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 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 318 DRAFT PROFFER STATEMENT FRUIT HILL REZONING STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 2 of 12 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.,” (“GDP”) dated / . 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 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 319 DRAFT PROFFER STATEMENT FRUIT HILL REZONING STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 3 of 12 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 f1eet maintenance facilities 1.2.19. Standard Industrial Code 55, gasoline service stations and truck Stops 1.3. The Applicant may construct not more than 2,125,500 gross sq. ft. of Warehousing (ITE Use Group 150) and/or High Cube Cold Storage (ITE Use Group 157), as depicted on the GDP, and in compliance with relevant Frederick County Ordinances. 1.4. The Applicant may develop that portion of the Property to be rezoned to OM, as depicted on the GDP, with up to 300,000 sq. ft. of uses permitted in OM districts, subject to the requirements of Proffer 1.6.1 and 1.6.2. The Applicant may elect to construct a building of a lesser size or construct the building in phases, up to the maximum 300,000 square feet, as needed, and in compliance with relevant Frederick County Ordinances. 1.5. The Applicant may develop no more than 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. These uses may be in one structure, or in two separate structures, and in compliance with relevant Frederick County Ordinances. 1.6. The Applicant shall not be limited to the development of those uses listed in Proffers 1.3, and 1.4, and it shall be permitted to develop the Property with any other use permitted by right or special use permit in the relevant zoning district and not prohibited by Proffer 1.2 , subject, however, to the following requirements: 320 DRAFT PROFFER STATEMENT FRUIT HILL REZONING STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 4 of 12 1.6.1. If the Applicant elects to develop the 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 / (the “TIA”), then as part of the 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 as reasonably required according to a timeline mutually agreed between VDOT, the County, and the Applicant. 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 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 321 DRAFT PROFFER STATEMENT FRUIT HILL REZONING STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 5 of 12 3.1. The Applicant shall dedicate all lands proposed to be dedicated to the County or to VDOT as depicted on the approved GDP, within 60 days of a written request therefor. 3.2. The Applicant shall relocate Zachary Ann Lane 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 shall construct that portion of Fruit Hill Road within the boundaries of the Property, both of the above 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, that portion of Ruebuck Lane immediately past the southern boundary of County Parcel Map Pin 33-(5)-24, and 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. 3.6. The Applicant shall make a contribution to the County in the amount of $ 650,000.00 to be used toward road improvements in the vicinity of the 323 Interchange of Interstate 81, as the Board of Supervisors may determine in its sole judgment. 322 DRAFT PROFFER STATEMENT FRUIT HILL REZONING STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 6 of 12 3.7. The aforesaid contribution for traffic improvements shall be paid upon the issuance of the first occupancy permit for any building in the OM or M1 zoning districts on the Property. 3.8. All proffered road improvements to be constructed by the Applicant shall be completed prior to the issuance of the first occupancy permit for any building on the Property. 3.9. 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. All public roads shall be constructed to VDOT standards and subject to the approval of VDOT and Frederick County. 3.11. 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. 3.12. The Applicant shall provide appropriate site 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. 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. 323 DRAFT PROFFER STATEMENT FRUIT HILL REZONING STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 7 of 12 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 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 324 DRAFT PROFFER STATEMENT FRUIT HILL REZONING STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 8 of 12 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. 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 325 DRAFT PROFFER STATEMENT FRUIT HILL REZONING STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 9 of 12 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] 326 DRAFT PROFFER STATEMENT FRUIT HILL REZONING 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 : Subscribed and sworn to before me this ____ day of ________________, 20_______ in my County and State aforesaid, by _________________________ of Equus Capital Development, Ltd. ______________________________ NOTARY PUBLIC My Commission Expires:___________________________ My Notary Registration Number:_____________________ 327 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. 328 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 329 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. 330 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. 331 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 332 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 333 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) 334 November 7, 2022 3 FHwA Vehicle Classifications 335 November 7, 2022 4 336 337 338 339 340 Order of Magnitude EstimatePublic Transportation Improvements  Fruit Hill Development Route 11  I‐81 RampOffsite Total  RC Frontage Zachary Ann & Fruit Hill RoadsOnsite Total Demo Curb $4,140 N/A N/ADemo Pavement N/A $13,800 N/AExcavation $8,625 $23,000 $20,125Roadway Underdrain $11,512 $31,042 $24,606Rest Church Road Widening N/A N/A $290,318I‐81 Ramp Widening N/A $354,844 N/ARoute 11 Widening $126,063 N/A N/AZachary Ann Relocation N/A N/A N/A$242,139See ZA Road Tab Upgrade Internal Driveway to Collector Road N/A N/A N/A$747,789See Comp Plan Upgrade Tab Sidewalk $11,500 N/A N/ACurb $43,988 N/A N/ATraffic Signaling $14,375 $14,375 N/ALine Striping & Signage $5,500 $3,500 $2,500Maintenance of Traffic $14,950 $14,950 $4,600Sub‐Total $240,653 $455,511 $342,148 $989,9283rd Party Testing $23,177 $43,870 $32,952 $95,340Sub‐Total $263,830 $499,382 $375,101 $1,085,268Escalation Contingency (5%) $13,192 $24,969 $18,755 $54,263Sub‐Total $277,022 $524,351 $393,856 $1,139,531Estimating Contingency $27,702 $52,435 $39,386 $113,953Total Costs $304,724 $576,786 $881,510 $433,241 $1,253,484 $1,686,726$2,568,236Fruit 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$941,743Fruit Hill Proffer (%) 75.00% 75.00% 100.00% 100.00%Fruit Hill Contribution ($) $228,543 $432,589 $661,132 $433,241 $1,253,484 $1,686,726$2,347,858Offsite Public Improvements Onsite Public ImprovementsGrand Total Public Transportation  Improvements  Proposed for Fruit Hill Project Item10/19/2022341 Equus Sub‐ContractorOffsite and Frontage Estimate Item Sub Value Price UnitsQTY RC Frontage QTY I‐81 Ramp QTY RC/Route 11 RX Curb $4,140 $5.05 LF 0.0 $0 0.0 $0 820 $4,141RX Pavement $13,800 $6.90 SY 0.0 $0 2,000 $13,800 0.0 $0Excavation $51,750 $5,750 Day 3.5 $20,125 4 $23,000 1.5 $8,625Roadway Underdrain $67,160 $36.78 LF 669 $24,606 844 $31,042 313 $11,512Rest Church Road Widening $290,318 $155.25 SY 1,870 $290,318 0.0 $0 0.0 $0I‐81 Ramp Widening $354,844 $218.50 SY 0.0 $0 1,624 $354,844 0.0 $0Route 11 Widening $126,063 $155.25 SY 0.0 $0 0.0 $0 812 $126,063Sidewalk $11,500 $11.50 SY 0.0 $0 0.0 $0 1,000 $11,500Curb $43,988 $34.50 LF 0.0 $0 0.0 $0 1,275 $43,988Traffic Signaling $28,750 $14,375.00 EA 0.0 $0 1 $14,375 1 $14,375Line Striping & Signage $11,500 Lump LS LS $2,500 LS $3,500 LS $5,500Maintenance of Traffic $34,500 $1,150.00 Day 4.0 $4,600 13 $14,950 13 $14,950Sub‐Total $1,038,313 $342,148 $455,511 $240,6543rd Party Testing $100,000 $32,952 $43,870 $23,177Sub‐Total $1,138,313 $375,101 $499,382 $263,831Escalation Contingency (5%) $56,916 $18,755 $24,969 $13,192Sub‐Total $1,195,229 $393,856 $524,351 $277,023Estimating Contingency (10%) $119,523 $39,386 $52,435 $27,702Total $1,314,752 $433,241 $576,786 $304,725Cost Allocation across Offsite and Frontage Locations 10/19/2022342 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 $747,78910/19/2022343 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 work10/19/2022344 PROFFER STATEMENT EQUUS CAPITAL PARTNERS, LTD. FRUIT HILL REZONING STONEWALL MAGISTERIAL DISTRICT +/- 220.06 ACRES Rezoning:# - 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 OM Project Name: Fruit Hill Rezoning Original Proffer Date:June 28, 2022 Revision Date:September 16 October 19, 2022 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 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 345 DRAFT PROFFER STATEMENT FRUIT HILL REZONING STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 2 of 1012 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.,” (“GDP”) dated September 16, 2022/ . 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 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 346 DRAFT PROFFER STATEMENT FRUIT HILL REZONING STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 3 of 1012 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 f1eet maintenance facilities 1.2.19. Standard Industrial Code 55, gasoline service stations and truck Stops 1.3. The Applicant may construct not more than 2,125,500 gross sq. ft. of Warehousing (ITE Use Group 150) and/or High Cube Cold Storage (ITE Use Group 157), as depicted on the GDP, and in compliance with relevant Frederick County Ordinances. 1.4.Among other permitted uses in the OM District, the The Applicant may develop not more than 300,000 gross sq. ft. of building that is designated for “Proposed Technology/Data Facility” (ITE Use Group 160), on that portion of the Property to be rezoned to the OM DistrictOM, as depicted on the GDP, with up to 300,000 sq. ft. of uses permitted in OM districts, subject to the requirements of Proffer 1.6.1 and 1.6.2. The Applicant may elect to construct a building of a lesser size or construct the building in phases, up to the maximum 300,000 square feet, as needed, and in compliance with relevant Frederick County Ordinances. 1.5. The Applicant may develop no more than 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. These uses may be in one structure, or in two separate structures, and in compliance with relevant Frederick County Ordinances. 1.6. The Applicant shall not be limited to the development of those uses listed in Proffers 1.3, and 1.4, and it shall be permitted to develop the Property with any other use permitted by right or special use permit in the relevant zoning district and not prohibited by Proffer 1.2, subject, however, to the following requirements: 347 DRAFT PROFFER STATEMENT FRUIT HILL REZONING STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 4 of 1012 1.6.1. 1.6.2.1.6.1.If the Applicant elects to develop the Property with High- Cube Fulfillment Center Warehouse (ITE Use Group 155) or High-Cube Parcel Hub Warehouse (ITE Use Group 156), and it 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 April 2022 / (the “TIA”), then as part of the 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 as reasonably required according to a timeline mutually agreed between VDOT, the County, and the Applicant. 1.6.3.1.6.2.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 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 348 DRAFT PROFFER STATEMENT FRUIT HILL REZONING STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 5 of 1012 3.1. The Applicant shall dedicate all lands proposed to be dedicated to the County or to VDOT as depicted on the approved GDP, within 60 days of a written request therefor. 3.2. 3.3.3.2.The Applicant shall relocate Zachary Ann Lane 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 shall construct that portion of Fruit Hill Road within the boundaries of the Property, both of the above as generally shown on the GDP. Fruit Hill Road shall be built within an 80-foot a 104-foot right-of-way and shall consist of two lanes with a single 10-foot paved trail, with required turn lanes. 3.4.3.3.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. 3.5.3.4.The Applicant shall apply to abandon, or cause to be abandoned, that portion of Ruebuck Lane immediately past the southern boundary of County Parcel Map Pin 33-(5)-24, and that portion of Zachary Ann Lane no longer required after relocation of its entrance and connection to Rest Church Road. 3.6.3.5.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. 3.7.3.6.The Applicant shall make a contribution to the County in the amount of $ 650,000.00 to be used toward road improvements in the vicinity of the 323 Interchange of Interstate 81, as the Board of Supervisors may determine in its sole judgment. 349 DRAFT PROFFER STATEMENT FRUIT HILL REZONING STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 6 of 1012 3.8.3.7.The aforesaid contribution for traffic improvements shall be paid upon the issuance of the first occupancy permit for any industrial building in the OM or M1 zoning districts on the Property. 3.9.3.8.All proffered road improvements to be constructed by the Applicant shall be completed prior to the issuance of the first occupancy permit for any building on the Property. 3.10.3.9.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. 3.11.3.10.All public roads shall be constructed to VDOT standards and subject to the approval of VDOT and Frederick County. 3.12.3.11.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. 3.13.3.12.The Applicant shall provide appropriate site 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. 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. 350 DRAFT PROFFER STATEMENT FRUIT HILL REZONING STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 7 of 1012 4. SIGNAGE 4.1. The Applicant shall provide be limited to a single monument sign for the M-1 portion of the Property and a single monument sign for the B-2 and OM 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 signsigns, internal to the site, conforming to the provisions of § 165- 201.06 (G) and (H) of the Zoning Ordinance. 5. LIGHTING 5.1. 5.2.5.1.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 351 DRAFT PROFFER STATEMENT FRUIT HILL REZONING STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 8 of 1012 6.1.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. 7.4.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 7.5.7.3.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 352 DRAFT PROFFER STATEMENT FRUIT HILL REZONING STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 9 of 1012 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] 353 DRAFT PROFFER STATEMENT FRUIT HILL REZONING STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 10 of 1012 SIGNATURE PAGES APPLICANT/CONTRACT PURCHASER: Equus Capital Development, Ltd. By: Name: Title: State of : County of : Subscribed and sworn to before me this day of , 20 in my County and State aforesaid, by the aforenamed principalof Equus Capital Development, Ltd. NOTARY PUBLIC My Commission Expires: My Notary Registration Number: 354 Page 11 of 1012 DRAFT PROFFER STATEMENT FRUIT HILL REZONING STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres OWNER: OWNER: DTS LC By: Name: By: Name: Title: 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: 355 Page 12 of 1012 DRAFT PROFFER STATEMENT FRUIT HILL REZONING STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres OWNER: Title: State of : County of : Subscribed and sworn to before me this day of , 20 in my County and State aforesaid, by of DTS, LC. NOTARY PUBLIC My Commission Expires: My Notary Registration Number: 356 Page 13 of 1012 DRAFT PROFFER STATEMENT FRUIT HILL REZONING STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres OWNER: William O. Minor By: Name: Title: 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: 357 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. September 16, 2022 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 OM 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. 358 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. 359 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 (OM Office- Manufacturing Park) 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. 360 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. 361 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. 362 CADD FILE: GDP-1.DWG 05-10-2022 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 LANERUEBUCK 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 OMZONING (20.64 AC.)PROPOSED M1ZONING (189.08 AC.)JOLINE DR.PROPOSED FRUIT HILLROAD (COLLECTOR)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 (OM)AND/OR AS PROFFERED220.06 AC.RAM1 (189.08 AC.), B2 (10.34 AC.), OM (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)363 CADD FILE: GDP-2.DWG 05-10-2022 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 ZONINGPROPOSEDOM ZONINGPROPOSEDM1 ZONINGJOLINE DR.PROPOSED FRUITHILL ROAD(COLLECTOR)I-81 (N)RUEBUCK RD.RTE. 11RELOCATEDZACHARY ANN LANERELOCATED ACCESSTO TM 33-(9)-1REMOVE & RELOCATEEXISTING ZACHARYANN LANE ENTRANCEWESTBOUND LEFTTURN LANE W/ TAPERSEE NOTE #1SEE NOTE #2SEE NOTE #325' R/W DEDICATIONFOR RUEBUCK LANENOTES:1.APPLICANT TO MAKE PRO-RATA CONTRIBUTION TO CONVERTEASTBOUND THROUGH LANE TO SHARED LEFT THROUGH LANE.2.APPLICANT TO MAKE PRO-RATA CONTRIBUTION TO WIDEN RTE. 11 TOPROVIDE ADDITIONAL NORTHBOUND THROUGH LANE BEGINNING ATBUSINESS BLVD. AND TERMINATING AT A MINIMUM LENGTH OF 495'.3.APPLICANT TO MAKE PRO-RATA CONTRIBUTION TO CONSTRUCTNORTHBOUND LEFT TURN LANE WITH AT LEAST 300' OF STORAGE ANDA 200' TAPER AT NORTHBOUND OFF-RAMP OF I-81.4.APPLICANT TO MAKE PRO-RATA CONTRIBUTION TO REPLACE EXISTINGSIGNAL HEAD AT THE INTERSECTION OF RTE. 11 AND REST CHURCHROAD.PROPOSEDM1 ZONINGBUSINESS BLVD.APPLY FOR VACATION OF EXISTING30' PRESCRIPTIVE EASEMENT OFRUEBUCK LANE BEYOND ACCESSTO TM 33-(5)-24MACBETHLANESEE NOTE #4364 CADD FILE: GDP-3.DWG 05-10-2022 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 LANERUEBUCK LANE PROPOSEDB2 ZONINGPROPOSEDOM ZONINGPROPOSEDM1 ZONINGJOLINE DR.PROPOSED FRUITHILL ROAD(COLLECTOR)I-81 (N)RUEBUCK RD.RTE. 11PROPOSEDM1 ZONINGBUSINESS BLVD.100' BUFFER W/ FULL SCREEN (C A T EGOR 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' BRL50' BRL50' 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 #2365 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. 366 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. 367 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. 368 369 370 371 372 373 374 375 376 377 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 378 379 Planning Commission Agenda Item Detail Meeting Date: December 7, 2022 Agenda Section: Public Hearings Title: Conditional Use Permit #10-22 for CClan, LLC - (Mrs. Feltner) Attachments: PC12-07-22CUP10-22_Redacted.pdf 380 CONDITIONAL USE PERMIT #10-22 CClan LLC Staff Report for the Planning Commission Prepared: November 17, 2022 Staff Contact: Amy Light Feltner, Planner 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 request. It may also be useful to others interested in this zoning matter. Reviewed Action Planning Commission: 12/07/22 Pending Board of Supervisors: 01/11/23 Pending EXECUTIVE SUMMARY: This is a request for a Conditional Use Permit (CUP) to enable a tractor truck and tractor truck trailer parking on one parcel totaling approximately 20.87 acres located within the Carroll Industrial Park. The subject property is within the Stonewall Magisterial District. Should the Planning Commission find this use to be appropriate, Staff would recommend the following conditions be placed on the CUP: 1. All review agency comments and requirements shall be complied with at all times. 2. A site plan shall be submitted and approved by Frederick County prior to the establishment of this use on this property. The site plan for the property identified as 43-21-6 shall depict future Route 37 right-of-way. The site plan shall meet the requirements of the Frederick County Zoning Ordinance Section 165-204.24 tractor truck and tractor truck trailer parking. 3. Any expansion or modification of this use will require approval of a new conditional use permit. Staff notes that the above conditions do not otherwise provide for the dedication of the future Route 37 right-of-way. Following this public hearing, it would be appropriate for the Planning Commission to offer a recommendation concerning this application to the Board of Supervisors. 381 Page 2 CUP #10-22, CClan LLC November 17, 2022 LOCATION: The subject property is located north of Route 11 North (Martinsburg Pike) and Milton Ray Drive and immediately south of Interstate-81. MAGISTERIAL DISTRICT: Stonewall PROPERTY ID NUMBER: 43-21-6 PROPERTY ZONING & PRESENT USE: Zoned: M2 (General Industrial) Land Use: Vacant/Unimproved ADJOINING PROPERTY ZONING & PRESENT USE: North: M2 (Industrial General) Use: Vacant South: M2 (Industrial General) Use: Tractor-Truck Trailer Parking East: M2 (Industrial General) Use: Industrial West: Interstate 81 Use: Interstate Highway PROPOSED USE: This is a request for a Conditional Use Permit (CUP) to enable a tractor truck and tractor truck trailer parking on 20.87 acres. REVIEW EVALUATIONS: Planning and Zoning: Proposal: This is a request for a conditional use permit (CUP) to enable a tractor truck and tractor truck trailer parking lot on one (1) parcel totaling 20.87 acres within the Carroll Industrial Park. A total of three-hundred-fifty-six (356) parking spaces are proposed. Access to the property is provided by a commercial entrance from Milton Ray Drive from Route 11. The applicant/owner also has an existing/approved CUP #04-21 (approved July 14, 2021) for three hundred ninety-eight (398) tractor truck and tractor trailer truck parking on two (2) other parcels in the industrial park, immediately south of the subject property across Milton Ray Drive (PINs 43-21-7 & 43-21-8). Comprehensive Plan Land Use Compatibility: The Comprehensive Plan of Frederick County (“Comprehensive Plan”) is a document that serves as the Community's guide for making decisions regarding land use actions. The Northeast Land Use Plan (“Area Plan”) and the Eastern Road Plan of the Comprehensive Plan depicts future Route 37 on the western boundary of this property. The Area Plan is the primary implementation 382 Page 3 CUP #10-22, CClan LLC November 17, 2022 tool and will be instrumental to the future planning efforts of the County. A goal of the NELUP and the County’s Eastern Road Plan is the implementation of Route 37. The Frederick County Zoning Ordinance (“Ordinance”) addresses a CUP as a land use action, (Sections 165-103.01 and 165-103.04), and as with any land use action the goals of the Comprehensive Plan should be implemented. Condition #2 proposes requiring the applicant/owner to depict future Route 37 on the site plan, as an acknowledgement of the future condition of the property. Relative to the Comprehensive Plan, however, Staff notes that the conditions do not provide for the dedication of the future Route 37 right-of-way (ROW). Zoning Ordinance Requirements: The Frederick County Zoning Ordinance (Chapter 165) allows for tractor truck and tractor truck trailer parking use as a primary use on M2 (Industrial General) zoned property through an approved conditional use permit. Additional regulations for specific uses contained in the Zoning Ordinance require tractor truck and tractor truck trailer parking lots implement the following requirements in accordance with §165-204.24. • All areas utilized for the parking of tractor trucks and storage of trailers shall utilize a gravel or paved surface. • All paved and gravel surfaces shall be properly maintained to ensure that dirt, mud, gravel, or the like is not distributed onto the roadways. • No inoperable tractor trucks or damaged/salvaged trailers, or unlicensed trailers shall be parked or stored on the site. • Fuel sales shall not be permitted. • Maintenance of trucks and trailers shall not be permitted. • Facilities shall be required to landscape the yard area within the front setback to provide for a double row of evergreen trees that are staggered and planted a maximum of 12 feet on center. The side and rear yards shall be planted with a single row of evergreen trees that are planted a maximum of 40 feet on center. All the trees shall be a minimum of four feet in height at the time of planting. The Board of Supervisors may allow for alternative landscaping based on topography and/or adjacent land uses. • A site plan in accordance with the requirements of Article VIII shall be submitted to and approved by Frederick County. Additionally, the subject property is identified as partially within a FEMA floodplain. Any disturbance within the floodplain shall be mitigated at the time of site plan approval and requires 383 Page 4 CUP #10-22, CClan LLC November 17, 2022 approval by the Zoning Administrator. (§165-702.16(A)). Virginia Department of Transportation: The application for a Conditional Use Permit for this property appears to have little measurable impact on Route 837 (Ebert Road), the VDOT facility providing access to the property. The existing entrance is located on the portion of the road which meets VDOT entrance requirements. Based on this information, VDOT can support the CUP request. Frederick County Fire Marshall: Approved STAFF CONCLUSIONS FOR THE 12/07/22 PLANNING COMMISSION MEETING: This is a request for a Conditional Use Permit (CUP) to enable a tractor truck and tractor truck trailer parking on one parcel totaling approximately 20.87 acres located within the Carroll Industrial Park. The subject property is within the Stonewall Magisterial District. Should the Planning Commission find this use to be appropriate, Staff would recommend the following conditions be placed on the CUP: 1. All review agency comments and requirements shall be complied with at all times. 2. A site plan shall be submitted and approved by Frederick County prior to the establishment of this use on this property. The site plan for the property identified as 43-21-6 shall depict future Route 37 right-of-way. The site plan shall meet the requirements of the Frederick County Zoning Ordinance Section 165-204.24 tractor truck and tractor truck trailer parking. 3. Any expansion or modification of this use will require approval of a new conditional use permit. Staff notes that the above conditions do not otherwise provide for the dedication of the future Route 37 right-of-way. Following this public hearing, it would be appropriate for the Planning Commission to offer a recommendation concerning this application to the Board of Supervisors. 384 RUTHERFORDSFARMSubdivision CARROLLINDUSTRIAL PARKSubdivision TEETSMILLER LA NDSubdivision §¨¦81 §¨¦81 2075MARTINSBURGPIKE 2073MARTINSBURGPIKE 139PARSON CT 149PARSON CT 222MIRACLEWAY 184MIRACLEWAY 225MIRACLEWAY 165MIRACLEWAY 190FAIR LN 280FAIR LN208FAIR LN 260FAIR LN 224FAIR LN 234FAIR LN 244FAIR LN 254FAIR LN 264FAIR LN 294FAIR LN 302FAIR LN 203FAIR LN MILTON RAY DRApplication Sewer and Water Service A rea Parcels Future Rt 37 Bypass B2 (General Business District) M1 (Light Industrial District) M2 (Industrial General Distr ict) RP (Residential P erform ance District)µ Frederick C ounty Planning & Development107 N Kent StWinchester, V A 22601540 - 665 - 5651Map Created: October 24, 2022 Stephenson F A IR L NWE LLTOWN RDPAYNE RD TYSON DRMARTINSBURG PIKEMILTON RAY DRMARKET STJ E S S IC A L N §¨¦81 §¨¦81 0 360 720180 Feet 43 21 6 £¤11 CUP # 10 - 22: CClan, LLCPIN: 43 - 21 - 6Tractor Truck and Tractor Truck Trailer Parking LotZoning Map CUP #10-22 385 RUTHERFORDSFARMSubdivision CARROLLINDUSTRIAL PARKSubdivision TEETSMILLER LA NDSubdivision §¨¦81 §¨¦81 2075MARTINSBURGPIKE 2073MARTINSBURGPIKE 139PARSON CT 149PARSON CT 222MIRACLEWAY 184MIRACLEWAY 225MIRACLEWAY 165MIRACLEWAY 190FAIR LN 280FAIR LN208FAIR LN 260FAIR LN 224FAIR LN 234FAIR LN 244FAIR LN 254FAIR LN 264FAIR LN 294FAIR LN 302FAIR LN 203FAIR LN MILTON RAY DRApplication Sewer and Water Service A rea Parcels Future Rt 37 Bypass µ Frederick C ounty Planning & Development107 N Kent StWinchester, V A 22601540 - 665 - 5651Map Created: October 24, 2022 Stephenson F A IR L NWE LLTOWN RDPAYNE RD TYSON DRMARTINSBURG PIKEMILTON RAY DRMARKET STJ E S S IC A L N §¨¦81 §¨¦81 0 360 720180 Feet 43 21 6 £¤11 CUP # 10 - 22: CClan, LLCPIN: 43 - 21 - 6Tractor Truck and Tractor Truck Trailer Parking LotLocation Map CUP #10-22 386 387 388 Carroll Industrial Park Lot 6 Adjoiners Table PIN Owner Mailing Address 43-21-5 Pierce Hardy Limited Partnership 1019 Route 519, Building 4, Eighty Four, PA 15330 43-21-8 CClan, LLC 283 Ebert Road, Winchester, VA 22603 43-21-7 CClan, LLC 283 Ebert Road, Winchester, VA 22603 43-21-9B CClan, LLC 283 Ebert Road, Winchester, VA 22603 43-A-99 Rutherford, LLC 114 N. Cameron Street, Winchester, VA 22601 4-A-98 Virginia Storage Services, LLC 1955 Valley Avenue, Winchester, VA 22601 389 390 391 6 4 3 2 1 5 5 WILLARDSTF A IR L N JIREH LNEBERT RD MARKET STJ E S S IC A L N PARSON CTFENWAY CIRMCCANNS RD MIRACLE W AY WELLTOWN RDMILTON RAY DRPAYN E R D TYSON DRMARTINSBURG PIKEI81 NI81 SMap D ata Source: Frederick County, VA. GIS Department, 2022 Data. 2019 Aerial Imagery C.U.PCARROLL INDUSTRIALFREDERICK COUNTY, VIRGINIADATE: 08-25-2022PROJECT ID: 0074CCDESIGNED BY: DJCSCALE:1 Inch = 500 FeetµCARROLL INDUSTRIAL C.U.PADJOINER EXHIBITLegend Su bject_Parcel Ad join er Parcels Pa rce l Bou ndary Railro ads 500 0 500Feet STONEWALL MAGISTERIAL DISTRICT ADJOINER EXHIBIT§¨¦81 £¤11 TM 43-21-6 WINCHESTER & WESTERN RAILROAD392 PAYNE RDEDW INW AYS N O W D E N B RID G E B LV D STONECRESTCT FLYFOOTDRCENTENNIAL DR SETTINGSUN CT PATRIOTST FIESTA DR WALTERS MILL LN A LA M O P LOLD CHARLES TOWN RD SAWTOOTH DRBLACKFORD DRWILLARDSTFAIR LNBALKANCTJAKE PLJIREHLNCECE WAY STEPHENSON RDSTONEBRAKELNSHIRLEYCT MARKET STEVANSFARM LN RURITAN WAY GUN CLUB RDE B E R T R D P R O S P E C T D R EASY LIVING ST J E S S IC A L N PARSONCTSTONEDOWNLN BETTYTURNERTRLMILBURN RDJENNIFERCTM IR A C L E W A Y MCGHEE RD MORELAND LN WELLTOWN RDTATANKA LN GLENDOBBIN RDFENWAY CIRHOT RUN DRYARDMASTER CTVISITORCENTER LOOPFAIRGROUNDRDMICHAEL DRMILTON RAY DRVIEW WEST LN MCCANNS RDTYSON DRMARTINSBURG PIKEI81 SI81 NMap D ata Source: Frederick County, VA. GIS Department, 2022 Data. 2019 Aerial Imagery C.U.PCARROLL INDUSTRIALFREDERICK COUNTY, VIRGINIADATE: 08-25-2022PROJECT ID: 0074CCDESIGNED BY: DJCSCALE:1 Inch = 1,000 FeetµCARROLL INDUSTRIAL C.U.PLOCATION EXHIBITLegend Su bject_Parcel Pa rce l Bou ndary Railro ads 1,000 0 1,000Feet WIN CHESTER SITEi §¨¦81 £¤522 £¤50 ¬#7 £¤11 LOCATION MAP STONEWALL MAGISTERIAL DISTRICTLOCATION EXHIBIT§¨¦81 £¤11TM 43-21-6WINCHESTER & WESTERN RAILROAD¬#37 £¤50 393 394 WILLARDSTF A IR L N JIREH LNEBERT RD MARKET STJ E S S IC A L N PARSON CTFENWAY CIRMCCANNS RD MIRACLE W AY WELLTOWN RDMILTON RAY DRPAYN E R D TYSON DRMARTINSBURG PIKEI81 NI81 SMap D ata Source: Frederick County, VA. GIS Department, 2022 Data. 2019 Aerial Imagery C.U.PCARROLL INDUSTRIALFREDERICK COUNTY, VIRGINIADATE: 08-25-2022PROJECT ID: 0074CCDESIGNED BY: DJCSCALE:1 Inch = 500 FeetµCARROLL INDUSTRIAL C.U.PZONING CONTEXT EXHIBITLegend Su bject_ParcelParcel Bou ndary Railro adsZONING DESIGNATION B2 M1 M2 MH1 OM RP RA 500 0 500Feet STONEWALL MAGISTERIAL DISTRICTZONING CONTEXT EXHIBIT§¨¦81 £¤11 TM 43-21-6 WINCHESTER & WESTERN RAILROADNOTE: ZONING DESIGNATION "RA"SHOWN AS WHITE AREAS 395 680WILLARDSTF A IR L N JIREH LNEBERT RD MARKET STJ E S S IC A L N PARSON CTFENWAY CIRMCCANNS RD MIRACLE W AY WELLTOWN RDMILTON RAY DRPAYN E R D TYSON DRMARTINSBURG PIKEI81 NI81 SMap D ata Source: Frederick County, VA. GIS Department, 2022 Data. 2019 Aerial Imagery C.U.PCARROLL INDUSTRIALFREDERICK COUNTY, VIRGINIADATE: 08-25-2022PROJECT ID: 0074CCDESIGNED BY: DJCSCALE:1 Inch = 500 FeetµCARROLL INDUSTRIAL C.U.PNATURAL FEATURES EXHIBITLegend Su bject_Parcel 2' Co nto urs Pa rce l Bou ndary Railro ads Streams Wetlan ds N WI Po nds 100 Year Floodp lain 500 0 500Feet STONEWALL MAGISTERIAL DISTRICTNATURAL FEATURES EXHIBIT§¨¦81 £¤11 TM 43-21-6 WINCHESTER & WESTERN RAILROAD682690 684 6 9 06 8 4 6 7 8 6 9 4 6 9 4 682680396 ^_ ^_ ^_WILLARDSTF A IR L N JIREH LNEBERT RD MARKET STJ E S S IC A L N PARSON CTFENWAY CIRMCCANNS RD MIRACLE W AY WELLTOWN RDMILTON RAY DRPAYN E R D TYSON DRMARTINSBURG PIKEI81 NI81 SWoodburn Mer tz House Map D ata Source: Frederick County, VA. GIS Department, 2022 Data. 2019 Aerial Imagery C.U.PCARROLL INDUSTRIALFREDERICK COUNTY, VIRGINIADATE: 08-25-2022PROJECT ID: 0074CCDESIGNED BY: DJCSCALE:1 Inch = 500 FeetµCARROLL INDUSTRIAL C.U.PHISTORIC FEATURES EXHIBITLegend Su bject_Parcel Pa rce l Bou ndary Railro ads ^_Landmarks CIVIL WAR BATTLE FIELD Steph ensons Depo t 500 0 500Feet STONEWALL MAGISTERIAL DISTRICTHISTORIC FEATURES EXHIBIT§¨¦81 £¤11 TM 43-21-6 WINCHESTER & WESTERN RAILROAD397 398 399 STATEMENT OF JUSTIFICATION Carroll Industrial Park Lot 6 Frederick County PIN: 43-21-6; 20.87 acres (the “Property) I. Introduction CClan, LLC (the “Applicant”) is requesting Conditional Use Permit (CUP) approval for tractor truck and truck trailer parking on property in the Stonewall Magisterial District identified as Tax Map #43-21-6 (the “Property”). The Property is zoned M2, Industrial General District, totals approximately 20.87± acres, and is currently undeveloped/vacant. The Property is located on Milton Ray Drive, approximately 1,600 feet southwest from its intersection with Ebert Road, and adjoins Interstate 81 to the west. II. Proposal In accordance with Section 607.03 of the Frederick County Zoning Ordinance, tractor truck and tractor truck trailer parking are permitted in the M2 zoning district as a conditional use pursuant to the use-specific standard in Section 204.24. As proposed by the Applicant, the CUP would allow for a gravel parking area for tractor trailer parking. The disturbed area for the parking area is 10.48± acres of the 20.87± acre parcel, the remainder of the parcel will remain undisturbed. Access to the property would consist of a single entrance located off of Milton Ray Drive. 400 The application for a Conditional Use Permit for this property appears to have little measurable impact on Route 837 (Ebert Road), the VDOT facility providing access to the property. The existing entrance is located on the portion of the road which meets VDOT entrance requirements. Based on this information, VDOT can support the CUP request. 401 402 403 404 Planning Commission Agenda Item Detail Meeting Date: December 7, 2022 Agenda Section: Public Hearings Title: Conditional Use Permit #11-22 for Richard & Margaret Byess - (Mrs. Peloquin) Attachments: PC12-07-22CUP11-22_Redacted.pdf 405 CONDITIONAL USE PERMIT #11-22 RICHARD BYESS Staff Report for the Planning Commission Prepared: November 16, 2022 Staff Contact: Kayla Peloquin, Planner 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 request. It may also be useful to others interested in this zoning matter. Reviewed Action Planning Commission: 12/07/22 Pending Board of Supervisors: 12/14/22 Pending EXECUTIVE SUMMARY: This is a request for a humanitarian aid organizational office. The applicant proposes utilizing an existing barn on a 5.00 +/- acre property for both an office space for staff of non-profit organizations and as a storage space. Donated furniture and other home furnishings will be stored in the barn until they are dispersed. The barn includes a 288 square foot office space, a 1,800 square foot fully enclosed storage space, a functioning bathroom, and a partially enclosed storage/loading space in the rear of the building. Access to the office and storage area will be limited to staff and volunteers of partner organizations as well as those bringing donations. Access to the storage area will be during scheduled daytime hours and limited to several times a week for a few hours at a time. Otherwise, there will only be access by appointment. The applicant proposes using the shared driveway that serves the property owner’s home and the barn to access the storage space and office. The applicant anticipates having no more than one (1) - two (2) employees working part-time at this location as well as ten (10) - twelve (12) volunteers on a periodic basis when disbursing furniture from the barn. Clients will not be visiting the barn directly. Should the Planning Commission find this use appropriate, staff would suggest the following conditions be placed on the Conditional Use Permit (CUP): 1. All review agency comments and requirements shall be complied with at all times. 2. A minor site plan, in accordance with the requirements of Part 802 of the Fredrick County Zoning Ordinance, shall be submitted to and subject to approval by Frederick County prior to establishment of the use. All supplementary use regulations listed in the Frederick County Zoning Ordinance §165-204.09 for humanitarian aid organizational offices shall be addressed on the site plan. 3. Any expansion or change of use will require a new CUP. 406 Page 2 CUP #11-22 Richard Byess November 16, 2022 Following this public hearing, it would be appropriate for the Planning Commission to offer a recommendation concerning this application to the Board of Supervisors LOCATION: The property is located at 1107 Cedar Creek Grade. MAGISTERIAL DISTRICT: Back Creek PROPERTY ID NUMBER: 63-A-2F PROPERTY ZONING & PRESENT USE: Zoned: RA Land Use: Residential ADJOINING PROPERTY ZONING & USE: North: RA Use: Residential South: RA Use: Residential East: RA Use: Blue Ridge Grace Brethren Church West: RA Use: Residential PROPOSED USE: Humanitarian aid organizational office REVIEW EVALUATIONS: Planning and Zoning: The Frederick County Zoning Ordinance defines a humanitarian aid organizational office as “A charitable organization established to provide relief assistance to an identified distressed, underprivileged group. Relief would be provided in such forms as clothing, medical supplies, or educational contributions. The organization must provide a public beneficial interest to the community” (§165-101.02). A humanitarian aid organizational office is permitted in the RA (Rural Areas) zoning district with an approved Conditional Use Permit (CUP). The barn was previously West Oaks Farm Market, operating under existing CUP #02-06 for a farm market stand on the property. The Comprehensive Plan designates this parcel to remain rural. The proposed CUP is consistent with the intent of the goals of the Comprehensive Plan. Adaptive reuse of existing structures for non-impactful uses in the rural areas is encouraged. The property is located just outside of the Sewer and Water Service Area (SWSA) and outside of the Urban Development Area (UDA). Virginia Department of Transportation: The application for a Conditional Use Permit for this 407 Page 3 CUP #11-22 Richard Byess November 16, 2022 property appears to have little measurable impact on Route 622 (Cedar Creek Grade), the VDOT facility providing access to the property. The existing entrance located on this portion of the road meets VDOT entrance requirements. Based on this information, VDOT can support the CUP request. Frederick-Winchester Health Department: The onsite sewage system connected to the old farmers market is designed to accommodate 292 gallons per day. It will be adequate for 1-2 part- time employees and 10-12 volunteers on a periodic basis. Frederick County Fire and Rescue: Portable fire extinguishers and smoke alarms shall be installed per the Frederick County Fire Prevention Code. Frederick County Inspections: The existing farm building will require an evaluation of the foundation and structure by a Virginia Registered Design Professional. The building will also require a change of use permit and meet the requirements of the Virginia Existing Building Code and Virginia Construction Code. Other codes that may apply are the Virginia Plumbing, Mechanical, and Energy Codes as well as ANSI 117.1 and the NEC. Entrances and exits shall meet accessibility requirements per ANSI A117.1. Accessible parking and pathway to the building will be required. Exit signage and emergency lighting shall be required. Frederick County Public Works: We offer no comments at this time. Frederick Water: Frederick Water does not serve this parcel and has no additional comments. City Of Winchester: Planning department – no comments. Historic Resources Advisory Board: Following their review of this application, the HRAB determined there would be no adverse impacts on local historical resources from the proposed use and recommended approval. STAFF CONCLUSIONS FOR THE 12/07/22 PLANNING COMMISSION MEETING: Should the Planning Commission find this use appropriate, staff would recommend the following conditions be placed on the Conditional Use Permit (CUP): 1. All review agency comments and requirements shall be complied with at all times. 2. A minor site plan, in accordance with the requirements of Part 802 of the Fredrick County 408 Page 4 CUP #11-22 Richard Byess November 16, 2022 Zoning Ordinance, shall be submitted to and subject to approval by Frederick County prior to establishment of the use. All supplementary use regulations listed in the Frederick County Zoning Ordinance §165-204.09 for humanitarian aid organizational offices shall be addressed on the site plan. 3. Any expansion or change of use will require a new CUP. Following this public hearing, it would be appropriate for the Planning Commission to offer a recommendation concerning this application to the Board of Supervisors 409 63 A 2F 201CLAYHILL DR 138MOUNTAIN VIEW LN 139MOUNTAINVIEW LN 437MIKEY CT 436MIKEY CT 434MIKEY CT 432MIKEY CT 430MIKEY CT 428MIKEY CT 426MIKEY CT 141CLAYHILL DR 160CLAYHILL DR 1025CEDARCREEK GR 130CLAYHILL DR 1115CEDARCREEK GR 1151CEDARCREEK GR 1029CEDARCREEK GR 1064CEDARCREEK GR 1027CEDARCREEK GR 1100CEDARCREEK GR MOUNTAIN VIEW LNCLAYHILL DRC E D A R C R E E K G R Application Sewer and Water Service A rea Parcels RP (Residential Per form ance District)µ Frederick C ounty Planning & Development107 N Kent StWinchester, V A 22601540 - 665 - 5651Map Created: November 10, 2022 Winchester MIDDLE RDC E D A R C R E E K G R VALLEY AVECLAYHILL DRLAKE DRHARVEST DRSTONERIDGE DRKENNEDY DRNAZARENE DRTOWER AVE¬«37 0 210 420105 Feet CUP # 11 - 22: Richard ByessPIN: 63 - A - 2FHumanitarian Aid Organizational OfficeZoning Map CUP #11-22 410 63 A 2F 201CLAYHILL DR 138MOUNTAIN VIEW LN 139MOUNTAINVIEW LN 437MIKEY CT 436MIKEY CT 434MIKEY CT 432MIKEY CT 430MIKEY CT 428MIKEY CT 426MIKEY CT 141CLAYHILL DR 160CLAYHILL DR 1025CEDARCREEK GR 130CLAYHILL DR 1115CEDARCREEK GR 1151CEDARCREEK GR 1029CEDARCREEK GR 1064CEDARCREEK GR 1027CEDARCREEK GR 1100CEDARCREEK GR MOUNTAIN VIEW LNCLAYHILL DRC E D A R C R E E K G R Application Sewer and Water Service A rea Parcels µ Frederick C ounty Planning & Development107 N Kent StWinchester, V A 22601540 - 665 - 5651Map Created: November 10, 2022 Winchester MIDDLE RDC E D A R C R E E K G R VALLEY AVECLAYHILL DRLAKE DRHARVEST DRSTONERIDGE DRKENNEDY DRNAZARENE DRTOWER AVE¬«37 0 210 420105 Feet CUP # 11 - 22: Richard ByessPIN: 63 - A - 2FHumanitarian Aid Organizational OfficeLocation Map CUP #11-22 411 412 413 414 415 416 417 418 419 420 421 422 423 424 425 426 427 428 429 430 431 432 Planning Commission Agenda Item Detail Meeting Date: December 7, 2022 Agenda Section: Action Item Title: Waiver Request for Willow Run Project Attachments: PC12-07-22WillowRunWaiver_Redacted.pdf 433 COUNTY of FREDERICK Department of Planning and Development 540/ 665-5651 Fax: 540/ 665-6395 MEMORANDUM TO: Frederick County Planning Commission FROM: Amy L. Feltner, Planner SUBJECT: Willow Run Master Development #06-22; Waiver for Public Street Requirement DATE: November 21, 2022 Waiver Request: Dewberry Engineers, Inc., on behalf of D.R. Horton, is requesting a waiver to the public street requirements specified in §144-24(C) of the Subdivision Ordinances. This request is associated with the Master Development Plan #06-22, currently in review. As a condition of this request, and as required per the ordinance, the proposed base and surface shall meet or exceed the requirements of Virginia Department of Highway Standards (VDOT). The horizontal cross sections, included, are in align with these standards. Additionally, the final subdivision plan will also propose private streets that will meet or exceed VDOT Standards. Requirements: §144-24(C). Lot access. All lots shall abut and have direct access to a public street or right-of-way dedicated for maintenance by the Virginia Department of Transportation. §144-24(C)(2)(c). The Board of Supervisors may provide a waiver to the public street requirement specified in § 144-24C to allow for a complete system of private streets within proffered age-restricted communities. This waiver may be requested by the applicant during the consideration of a rezoning application or during consideration of the master development plan. The applicant is required to provide a conceptual design which demonstrates the proposed private street system layout and provides both the cross section (horizontal and vertical) section dimensional base and pavement detail that meets or exceeds VDOT standards as a condition of requesting approval of a waiver by the Board of Supervisors. Staff Conclusions: The requested private street waiver does meet the requirements of the Frederick County Subdivision Ordinance. Staff is seeking a recommendation from the Planning Commission to forward to the Board of Supervisors on this waiver request. ALF/pd Attachments: 1. Request to Waive Public Roads 2. Typical Road Section for Private Streets 3. Willow Run – Master Development Plan page 4. Proffers for Rez #02-21 5. Proffers for Rez #05-22 434 435 436 437 438 439 440 441 442 443 444 445 446 447 448 449 450 451 452 453 454 455 456 457 458 459 460 461 Planning Commission Agenda Item Detail Meeting Date: December 7, 2022 Agenda Section: Other Title: Northeast Land Use Plan (NELUP) Attachments: PC12-07-22NortheastLandUsePlan(NELUP)_Redacted.pdf 462 COUNTY of FREDERICK Department of Planning and Development 540/ 665-5651 Fax: 540/ 665-6395 MEMORANDUM TO: Frederick County Planning Commission FROM: Wyatt Pearson, AICP Director of Planning & Development SUBJECT: Planning Commission Discussion – Northeast Land Use Plan Update DATE: November 28, 2022 At the Planning Commission’s December 7th, 2022, meeting, Staff will be presenting the draft update to the Northeast Land Use Plan (NELUP) for discussion and seeking a recommendation from the Commission to forward to the Board of Supervisors. Staff recommends changes to the draft plan which are represented in more detail in the attached map titled “Area Plan Northeast Frederick Land Use Plan Staff Recommendations” and the redlined changes to the draft text. Staff’s reasoning for these changes are detailed in the section of the report titled Staff Recommendations. In summary, Study Area The NELUP study area consists of 21,000 acres which are generally located north of Berryville Pike (Route 7) and the limits of the City of Winchester, west of the Opequon Creek at the County boundary with Clarke County, south of the West Virginia State line and east of Apple Pie Ridge Road and Stonewall Industrial Park. Interstate 81 and Martinsburg Pike (Route 11 North) extend from the southwestern limits of the study area to the northern area that borders West Virginia. The NELUP area consists of significant areas planned for future commercial and industrial land uses. The study area also contains two rural community centers, a developing Residential Planned Community, and significant areas of historic/natural resources. NELUP Update The current NELUP was adopted in July of 2011 and amendments were passed in 2014 and 2015 adding text for specific properties (McCann-Slaughter & Blaine Properties). This is the first small area plan being conducted as part of a broader attempt to update all the small area plans. In November 2021, a citizen workgroup comprised of residents from the study area was formed to review the existing plan and make recommendations on how they envision this area to develop over the next twenty years. Stakeholders consisting of landowners, prospective developers, utility providers, and the representative of the County’s Economic Development Authority also provided their input to the workgroup throughout the process. The group met weekly from December 2021 through March 2022 and forwarded their work product to the CPPC for further consideration. 463 The Comprehensive Plans and Programs Committee (CPPC) met three times to discuss the NELUP and request modifications by staff. At their July 11, 2022, meeting, the CPPC forwarded a draft plan to the Planning Commission for consideration and further public involvement. The Planning Commission was presented with the draft plan in a work session format on August 3, 2022, and since that time staff has conducted additional public outreach on the draft plan. Results of Public Outreach In order to solicit public opinion on the draft plan, staff sent direct mailers to all property owners in the Northeast Land Use Plan area, posted roadside signs, posted on social media, and requested the Winchester Star provide coverage. Most of this outreach was intended to direct interested citizens and stakeholders to fill out the online survey and/or attend the public information meetings we hosted at local schools. The end result of this outreach effort was 217 survey responses, and 100+ attendees at both public information sessions. The Planning Commission was previously emailed the full detail of this survey data, and it is available on the website for any other interested parties. Staff will provide further detail and graphics during the presentation on December 7th. Some common themes from the survey feedback are expressed in an abbreviated form below. •The community is very concerned about the continued management of heavy truck traffic, traffic circulation, and interstate access. •The community is very concerned about the protection of natural and historic resources for future generations, and the preservation of agricultural/rural land. •Expansions of extractive mining and industrial development are not a priority for the community. •There is some interest in more affordable housing options, but additional residential is generally not preferred by the community. •Fixing existing transportation issues and congestion are of great concern to the community. •The community desires additional commercial development with a specific focus on a grocery store. Staff Recommendations To date staff has received four developer/owner requests which are addressed below, and the fifth item is a consolidation of other minor changes staff is recommending. 1.Properties northeast of Old Charlestown Road & Route 11 While staff conceptually agrees with the information provided requesting this proposed change, long held board policy has been to not allow residential density outside of the Urban Development Area (UDA). Further, given that these properties are not adjoining the UDA, any expansion of the UDA to accommodate this request would require substantial work to evaluate properties in between and their suitability for potentially dense residential uses. Such a study would delay the NELUP adoption due to its scope and complexity, and we think it would be more appropriate for private development to conduct a separate comprehensive plan amendment request to that effect. 464 See NELUP Draft Text Page 3 and Greenway Memorandum 11/11/2022 2.Property northwest of Hopewell Road & Martinsburg Pike Additional time and coordination with VDOT is necessary to fully evaluate this alternative approach to the intersections of Hopewell Road and Brucetown Road with Route 11. That being said, this is a very intriguing concept, and we are confident that there is enough potential that its inclusion into the draft plan is appropriate for now. VDOT will be providing additional comment as the draft plan progresses to public hearing and may redirect this initiative at that time. Additionally, we feel confident the modifying the Rural Community Center text to recognize the fact that those properties in close proximity to I-81 exit 321 are very likely to be most viable for highway commercial style development that address needs of interstate travelers and the surrounding community. Given the significant transportation improvements necessary to provide safe access to these parcels we feel this is an appropriate change. See NELUP draft text pages 5 & 7, draft land use map, and Pennoni Memorandum 11/10/2022 3.Properties in the vicinity of Branson Springs Road, Woodbine Road, & Grace Church Road As mentioned in the Carmeuse memorandum attached, the draft plan was modified by the CPPC to plan for potential extractive mining expansions north of the existing operations. At its core, land use planning should always consider residents desire for how their community will continue to develop, hence our continued focus on conducting meaningful public outreach. Given the substantial adverse opinions provided by residents during our outreach efforts and recognizing that continued extractive mining expansions may not be reflective of the highest and best use of the properties to the benefit of Frederick County, staff recommends modifying the draft plan and text as depicted on the draft land use map and text included with this memorandum. Given the proximity of an active rail corridor, it may be more appropriate to plan for industrial uses west of Woodside Road and reconsider the original citizen work group recommendation of Mixed-Use Industrial Office on the balance of the properties to the east and north given their relative proximity to high-capacity electrical transmission lines. See NELUP draft text page 2 & 3, draft land use plan map, and Carmeuse Memorandum 11/22/2022 4.Properties southwest of Rest Church Road & Zachary Ann Lane (Fruit Hill) The properties in question have an active rezoning application that the Commission saw in a work session context (Fruit Hill). Staff has been unable to verify the owner/developers 465 claim that the Mixed-Use Industrial Office designation has served to prohibit the development of these properties previously. Furthermore, public outreach concluded that further warehousing/distribution related uses that could serve to generate heavy truck traffic and/or create congestion when accessing the interstate were not a priority for the community. Staff recommends reverting this designation to represent the current adopted comprehensive plan designation of Mixed-Use Industrial Office. See NELUP draft text page 2, draft land use plan map, and Walsh Colucci Lubeley & Walsh Memorandum 11/23/2022 5.Miscellaneous plan modifications •Sensitive Natural Areas: Staff recommends removing this designation from the primary area plan map, but continuing to show it on the Community Facilities, Natural, Historic, and Recreational Resources Map. This designation is not representative of a future land use designation, and largely represents Battlefields, riparian areas, and Ag/Forestal districts, which are represented well in their own right. •Changing the split interchange designation back to how it is currently shown in the adopted Comprehensive Plan, even though the implementation may be challenging. •Showing the property containing the Hiatt Run apartments as residential given that is the current and foreseeably long-term use. Staff is seeking a recommendation from the commission to forward to the Board of Supervisors on the draft plan. Attachments: 1.Draft NELUP Text – Staff recommended changes in color 2.Draft NELUP Maps a.Land Use – Staff recommended changes in black boxes b.Community Facilities and Natural Resources c.Transportation d.Transportation Lane Divides 3.Developer/Owner Request Memorandums a.Old Charlestown Road & Route 11 (Greenway 11/11/2022) b.Hopewell Road & Martinsburg Pike (Pennoni 11/10/2022) c.Extractive Mining Expansion-Branson Springs & Woodside Road (11/22/2022) d.Fruit Hill-Rest Church Road & Zachary Ann Lane (Walsh Colucci Lubeley & Walsh 11/23/2022) 4.Current adopted NELUP text 5.Current adopted NELUP Land Use map - acreage table with existing planned uses 466 APPENDIX I - AREA PLANS Northeast Land Use Plan DRAFT 1 DRAFT – 11/23/22 NORTHEAST LAND USE PLAN NELUP Attachment 1. 467 APPENDIX I - AREA PLANS Northeast Land Use Plan DRAFT 2 NORTHEAST LAND USE PLAN (NELUP) The Northeast Land Use Plan (NELUP) study area consists of 21,000 acres which are generally located north of Berryville Pike (Route 7) and the limits of the City of Winchester, west of the Opequon Creek at the County boundary with Clarke County, south of the West Virginia State line and east of Apple Pie Ridge Road and Stonewall Industrial Park. Inters tate 81 and Martinsburg Pike (Route 11 North) extend from the southwestern limits of the study area to the northern area that borders West Virginia. A series of maps have been prepared which identify future land uses, transportation, natural resources, historic resources, and community facilities within the study area. Within this plan, the Martinsburg Pike/Interstate-81 corridor continues to be predominantly planned for commercial and industrial (C/I) land uses. Two Rural Communities Centers are located in the study area, Brucetown and Stephenson, both are located east of Martinsburg Pike. The eastern and western portions of the study area which are outside the limit of the Sewer and Water Service Area (SWSA) continue to form the boundary between the County’s rural and more intensely developed areas. The NELUP also contains significant historical and natural resources which have been identified in this plan. The completion of the Route 37 Eastern Bypass, part of which extends through the southern portion of the study area, continues to be a top transportation priority in this area of the County. Land Use BUSINESS DEVELOPMENT LAND USES Interstate and Highway Commercial at Exits 317, 321 and 323 Located at highly visible locations on interstate interchanges, these areas should be designed to accommodate and promote highway commercial land uses. Particular effort must be made to ensure that access management for the supporting transportation network is a key priority as the function of the interstate and primary road network is critical. As these areas are highly visible, building and site design should be of a high quality to ensure that these areas put forth an attractive view for both residents and visitors; enhanced buffers and screening is also important along Interstate 81 and adjoining roadways. Mixed Use Industrial Office The NELUP identifies a number of areas designated as future mixed use industrial office . These areas are intended to develop with targeted growth sectors identified by the County’s EDA as well as similar industries that are likely to bring higher wages, professional and/or technology jobs. 468 APPENDIX I - AREA PLANS Northeast Land Use Plan DRAFT 3 Uses which contribute to air, significant noise, and light pollution, and businesses that create large volumes of truck traffic are discouraged in these areas. Consideration of uses outside the identified targeted businesses should only be considered if they are secondary and complementary to these targeted businesses. It should be noted that areas North of Hopewell Road and exit 321 to the West Virginia line are within reasonable proximity of significant electrical transmission capability . In turn, these areas may be well suited to energy intensive development, if the other necessary utilities could be provided to sites, and the development provides benefit to Frederick County. Interstate and Martinsburg Pike Commercial and Industrial Areas Significant areas for industrial opportunities are identified along Martinsburg Pike, Hopewell Road, and Cedar Hill Road and areas west of Woodside Road . These areas are intended to further enhance the County’s commercial and industrial areas and to provide focus to the County’s regional employment centers. These areas are strategically located with direct interstate and regional highway routes, and rail access in certain areas. Sites with rail access should develop with uses that capitalize on this opportunity to reduce impacts on local roadways. It should be recognized that while these areas are located near major roadways, the transportation network is strained. Future development should ensure that their impacts on local infrastructure are adequately mitigated. Furthermore, new development applications should not be considered in areas where the transportation network cannot meet acceptable levels of service. The area situated between Old Charlestown Road and Stephenson Road located immediately east and west of the existing rail corridor is identified for future business uses. More specifically, business uses in this area east of the rail corridor should be of a neighborhood or community scale and be intended to serve the nearby residents of Snowden Bridge and the Stephenson Rural Community Center. Properties west of the rail corridor may be well suited to meet community needs for anchor retail, and further study of these properties may be appropriate to determine whether the inclusion of residential uses would be necessary to support such activity. Existing residential uses are located along Martinsburg Pike, in close proximity to area s planned for more intensive uses. While many of these residential uses are planned to transition in the future to higher intensity uses, development applications should seek to mitigate their impact on these residences near term. Extractive Manufacturing Areas Located in the northern portion of the study area, east of Martinsburg Pike, is a large limestone quarry. As a primary industry, mining should be supported and protected as long as the quarries remain productive. 469 APPENDIX I - AREA PLANS Northeast Land Use Plan DRAFT 4 In addition to the existing quarry location, the plan identifies future areas of extractive manufacturing land uses north of Turkey Run to Woodbine Road. It should be recognized that extractive manufacturing uses are generally incompatible with residential uses due to the prevalence of outdoor storage and the emission of noise, dust, vibrations, and industrial truck traffic. Considerable buffers between these uses, existing residences and roadways are desirable to ensure compatibility and maintain commercial viability. Additionally, impacts on viewshed should be addressed when considering new development applications. Stockpiling of material should be avoided adjacent to residential uses and roadways, to minimize the visual disruption of the landscape; r eduction in the size and visibility of existing stockpiles along Martinsburg Pike should also be considered. RESIDENTIAL AND RURAL LAND USES Residential Areas The NELUP contains a mix of historical small lot residential uses, larger rural lots, and suburban residential within a planned community. There are 2,340 acres of the study area that within the limits of the Urban Development Area (UDA). This area primarily encompasses existing Snowden Bridge development. Snowden Bridge is approved to develop with a mix of higher density housing types and an area of future commercial. This development is adjacent to the Jordan Springs Elementary School and a future public park. Residential land uses outside the limits of the UDA consist of a mix of historical small lots and larger rural lots. Existing residential uses along Martinsburg Pike are envisioned to transition to commercial areas as the community grows, while residential uses within the Rural Community Centers could evolve and expand should public facilities become available in the future as identified below. Residential land uses outside of the SWSA, UDA and RCC’s which are within the study area are envisioned to remain rural in character. Clearbrook-Brucetown and Stephenson Rural Community Centers (RCC) The NELUP study area contains two Rural Community Centers (RCC); The Clearbrook- Brucetown RRC and Stephenson RRC. The Clearbrook-Brucetown RCC is located in the northeastern portion of the study area, east of Martinsburg PikeI-81, north and south of Brucetown Road and along a portion of Sir Johns Road. Brucetown is one of the oldest communities located in the County and contains a number of significant historic structures. 470 APPENDIX I - AREA PLANS Northeast Land Use Plan DRAFT 5 The Stephenson RCC is located in the eastern/central area of the NELUP study area, east of Martinsburg Pike along Stephenson Road. Stephenson is a 19th century crossroads community which was established with the Winchester and Potomac Railroad in the 1830’s. While the commercial elements of the community are no longer present, a number of historic dwellings remain. Residential is the predominate land use in the Clearbrook-Brucetown and Stephenson RCC’s. It should be recognized that most residential lots in these RCC’s are less than one-half acre and contain single family detached housing. These houses are on wells an d on-site septic (drainfield) and typically the structures are located closer to roadways. This historic development pattern cannot be accommodated within the existing RA (Rural Areas) Zoning District, which allows one residence for every five acres and re quires primary and reserve drainfield areas. Given that the Clearbrook-Brucetown RCC extends to I-81 in close proximity to exit 321, it should be recognized that viable commercial uses in that area will likely need to meet the needs of interstate travelers as well as the surrounding residents. The NELUP seeks to further define these RCC’s and promote future consideration of these unique areas. Future development within these centers should ensure that their historic rural character is retained. Creation of individual small area plans should be considered for these RCC’s in the future, should public utilities become available. Defined Rural Areas The NELUP seeks to further define the boundary between the rural and urban areas of the community using the identified limits of the SWSA Areas planned for more intensive development (with the exception of the existing quarry) are within the limits of the SWSA. Land outside of the SWSA except as noted above is planned to remain rural in nature. Significant areas of prime agricultural soil and working farms are located in the western portion of the study area between Welltown Road and the limits of the SWSA. Areas east of the SWSA and outside the limits of the RCC’s are also planned to remain rural in nature. The NELUP also identifies significant sensitive natural areas in the southern portion of the study area; this area contains the Red Bud Agricultural and Forestal Area. The County should promote the preservation of its rural areas and support future expansions of its Agricultural and Forestal Districts. CORRIDOR DESIGN AND PEDESTRIAN ACCOMMODATIONS A significant corridor appearance buffer is proposed along Martinsburg Pike, like what has been established for Route 50 West corridor in the Round Hill Land Use Plan. This corridor buffer consists of a 50-foot buffer area, landscaping, and bike path. Roadway designs should plan for multi-modal street designs that will take all users into consideration. A 10’ paved multipurpose path is identified along the southbound section of Martinsburg Pike, as 471 APPENDIX I - AREA PLANS Northeast Land Use Plan DRAFT 6 established with the Rutherford Crossing development, sidewalks are planned for the northbound section. Pedestrian and bicycle accommodations such as sidewalks and bicycle lanes should be provided along all primary and collector roadways within the SWSA. Bike paths or lanes should be constructed on the same grade as the adjacent roadway. Intersection accommodations should also include pedestrian refuge islands and pedestrian access signals. Pedestrian and bicycle connections between residential, employment and recreational opportunities such as the 3rd Battle of Winchester trail network should be provided for. Where gaps exist in the pedestrian network, use of state programs such as Transportation Alternatives to address gaps in the system should be considered. TRANSPORTATION In support of the land uses indicated in the NELUP, a transportation network has been proposed which relates to the location and context of proposed land uses, promotes multi- modal transportation choices and walkability, and furthers the efforts of the Win-Fred MPO. In this study, there is a direct nexus between transportation and land use. As noted in the Transportation Chapter of the Plan, as road projects and development or redevelopment take place, the development and associated transportation facilities should be accessible to all users. Transportation improvements to the interstate, arterial, and collector road systems will contribute to improved levels of service throughout the study area and will shape the land use patterns in the short and long term. The County’s Eastern Road Plan and the NELUP identify several significant transportation improvements within the study area boundaries. Within this study area, Martinsburg Pike (Route 11), future Route 37, and I-81 are the key corridors supporting future land uses. The plan calls for improvements to existing roadways and interchanges, new and extended major and minor collector networks and the construction of the Route 37 bypass. Route 37 has long been the County’s top priority . The completion of the Route 37 loop around the eastern portion of the County would relieve congestion on numerous local routes that have become congested as the County has grown and would offer relief to I-81. Development applications within the identified corridor right-of-way for Route 37 shall be expected to recognize this area to facilitate future improvements. Improvements at Exit 317 are also critical due to congestion and safety concerns. The realignment of the northbound exit ramp of I-81 onto Route 11 to the location where Redbud Road currently intersects with Route 11 is needed and has recently been awarded funding through the VDOT SmartScale program. This improvement will align the interstate ramps which are currently offset and allow the removal of a signal on Route 11 north. The realignment of Redbud Road to a new intersection with Snowden Bridge Boulevard is also 472 APPENDIX I - AREA PLANS Northeast Land Use Plan DRAFT 7 planned. This realignment would reduce congestion and improve safety in this area as well as reduce stacking of traffic at the exit ramps. This ramp realignment will act as an important first phase of the future larger upgrade of Exit 317 to a diverging diamond interchange (DDI). A new interchange configuration for Exit 321 has been identified which would split the interchange between Hopewell Road and Cedar Hill Road. This improvement would provide for enhanced access to the interchange and takes advantage of proposed frontage roads planned for this area. As commercial and industrial land uses develop, the widening of Route 11 will become critical. Development applications should identify and preserve the right -of-way necessary to accommodate future widening and provide for improvements identified as necessary to accommodate the development. In addition, as the Snowden Bridge Subdivision continues to develop, the completion of Snowden Bridge Boulevard from Milburn Road to Old Charlestown Road will allow additional opportunities of ingress and egress for citizens of the community. The close proximity of the intersections of Brucetown Road and Hopewell Road with Route 11 have created conflicts and congestion for the road network in this area. The alignment of the intersections for these two roadways is a necessary improvement for this area. This alignment should be completed prior to the consideration of future development applications which would access this area. Alternatively, it may be an appropriate to consider rerouting Hopewell Road east of exit 321 through the parcel immediately north to intersect Route 11 at a new location further north. This alternative would require additional study and coordination with VDOT and would likely require the closure of the existing Hopewell Road at grade rail crossing. Access Management is a significant priority for the transportation network planned for this study area. Proper access management is key to provide for a safe and efficient transportation network. Furthermore, access management can reduce the need for roadw ay widenings. Access management should be implemented through the following: •Use of frontage roads •Construction and use of planned minor collector roadways •Proper entrance spacing and use of interparcel access points to bring traffic to common access points •Proper traffic signal spacing and locations •Use of medians where appropriate; medians should utilize attractive and consistent treatments While access management is important for all roadways within the study area, primary and major collector roadways are critical. Route 11, in particular, will experience significant growth and redevelopment in the coming years. As this takes place, shared and consolidated entrances will be key in protecting the safety and efficiency of the corridor; this is particularly important as existing smaller lots along corridors redevelop. 473 APPENDIX I - AREA PLANS Northeast Land Use Plan DRAFT 8 Roundabouts should continue to be considered as the preference for intersection design, consistent with existing VDOT policy; the use of roundabouts is preferred over signalization of intersections where traffic control is needed. Roundabouts are particularly effective when used in series. The intersection of Old Charlestown Road and Route 11 will be transitioned to a roundabout in the future. Consistent application of Comprehensive Plan goals to achieve an acceptable Level of Service (LOS) on area roads and overall transportation network, LOS C or better, should be promoted. Further, efforts should be made to ensure that additional degradation of the transportation beyond an acceptable LOS should be avoided. Future development within the study area should only occur when an acceptable LOS has been achieved and key elements and connections identified in this plan have been provided. It should also be recognized that State and Federal government, as well as private development, will continue to carry the primary responsibility to fund transportation improvements necessary to ensure the future health of the road networks and maintain an acceptable LOC. Development projects which impact planned future roadways, such as Route 37, are expected to preserve these corridor right-of-ways. WATER AND SEWER The NELUP study area contains 7,500 acres within the Sewer and Water Service Area (SWSA). The SWSA is a growth boundary that designates the limit of where public water and sewer could be extended if infrastructure and capacity is available. In 2020, the County and Frederick Water examined the boundary of the SWSA for the NELUP study a rea. Through this effort, adjustments were made to the boundary of the SWSA to include all areas identified for future industrial and commercial uses; these areas are expected to connect to public water and sewer. It must be recognized that the capacity of the sewer system in this area is limited. While Frederick Water and the County will continue to plan for adequate water and sewer capacities in conjunction with the identified future land uses, the development co mmunity is expected to work with Frederick Water and provide for the infrastructure necessary to facilitate service. NATURAL RESOURCES, HISTORIC RESOURCES AND COMMUNITY FACILITIES The Natural Resources, Historic Resources, and Community Facilities ele ments discussed below should directly correlate to and expand upon the applicable chapters of the Comprehensive Plan. The Plan identifies Sensitive Natural Areas which encompass historic, agricultural, and environmental areas. NATURAL RESOURCES The County should continue to identify and support the protection of environmentally sensitive areas. Efforts should focus on the creation of greenways and stream buffers around 474 APPENDIX I - AREA PLANS Northeast Land Use Plan DRAFT 9 waterways. Pedestrian facilities should be constructed to facilitate connectivity to other public facilities. Development applications should complete detailed environmental analysis for properties proposed for development which identify significant natural resources. Environmental corridors should be incorporated with all development activities to ensure safe movement and protection of species and future development within the study area should take into account the natural resources located on and around their property. HISTORIC RESOURCES There are several historic structures and sites within the NELUP. Some of these include Kenilworth, the Branson House, Milburn, Byers House, the Milburn Road corridor, and core areas for the Second Battle of Winchester. The NELUP identifies some of these areas with a Sensitive Natural Areas designation; these areas include core battlefields and historic structures. Sensitive Natural Areas along with other historic resources should be buffered from adjacent development activities and preserved in their original condition whenever possible. It should be recognized that the Shenandoah Valley Battlefield Foundation (SVBF) has preserved areas of the Second Battle of Winchester; including portions associated with Stephenson Depot located north and south of McCann’s Road. SVBF has also developed a historic trail network south of Redbud Road; future preservation efforts for historic sites and structures should continue to be supported by the County. Development proposals which would impact historic resources should conduct architectural and archaeological surveys. Surveys should identify and evaluate all resources, and structures over 50 years old, and determine their historic significance and context to the surrounding area. Proposals that have historic resources on the property should incorporate the resources into their development and are encouraged to rehabilitate, restore, and investigate adaptive reuses. Historic roadways such as Milburn Road and McCann’s Road should be buffered; access via these roadways for future development should be prohibited. COMMUNITY FACILITIES The public facility element of the NELUP should directly correlate to and expand upon the Public Facilities chapter of the Comprehensive Plan. The study area contains two existing elementary schools, two existing park sites and one future park site. The Clearbrook Volunteer Fire Station is also within the study area. The importance of public spaces and facilities within the study area need s to be recognized and incorporated into future development. The development community should work with Frederick County Public Schools, Fire & Rescue, and Parks and Recreation to determine future public facility needs. 475 ³n ³n ³n ³n City of Winchester StephensonRural CommunityCenter Clear Brook & BrucetownRural CommunityCenter Insidethe UDA §¨¦81 §¨¦81 §¨¦81 §¨¦81 £¤11 £¤11 £¤522 £¤522 £¤522 £¤50 £¤11 £¤50 £¤50 £¤11 £¤11 £¤11 £¤522 £¤11 ¬«7 ¬«7 ¬«7 ¬«7 ¬«7 ¬«7 ¬«7 ¬«37 BERRYVILLEPIKE AMHERST ST S PLEASANTVALLEY RDMARTINSBURGPIKEE D D Y S L NKINGSPAN WAY BAKER LNCOLE LNMORRISONS RDGREENWOODRDCEDARGROVERDBR I C K K I L N R D BROOKE RDN F R E D E R I CKPI KEMCGHEERDCEDARHILLRD STE P H E N S O N R D JOHNDEERECTYARDMAS T E R CTOLDBALTIMORERDVALLEY MILL RD WHIT E H A L L R D OLD CHARLES T O W N R D WELLTOWN RDJORDAN SPR INGS RDMICHAEL DRBRUCETOWN RD CA T A L P A R D BRANSON SPRIN G R D MORGANMILL RDHOPEWELL RD SIR JOHNS RD MARTINSBURG PIKEAPPLE PIE RIDGE RDFORTCOLLIERRDGREEN SPRIN G R D SNOWDENBRIDGEBLVD BURNT FACTORY RDMILBURNRDLENOIR DRBERRYVILLE PI K EWELLTOWN RDGLENDOBBIN R D BRUCETOWNRD OLD CHARLES TOW N RD WOODBINE RD MARTINSBURG PIKEWARM SPRINGS RDPARK CENTER DRTYSON DRFROGHOLLOWRDPAYNE RDWBROOKERDWELLTOWNRDSHA D Y C R E E K R D PINE RDWAVERLY RDAPPLE PIE RIDGE RDGUNCLUBRDMARTINSBURGPIKEROCKYFORDRDWOODS MILL RDFAIR LNCEDAR HILL RDREST CHURCH RDWRIGHT RDHIATT RD GRACECHURCHRD RE D B U D R D Copyright:© 2013 National Geographic Society, i-cubed ³n Existing Elementary ³n Existing High School Eastern Road Plan - Draft New Major Arterial Improved Major Arterial New Minor Arterial Improved Minor Arterial New Major Collector Improved Major Collector New Minor Collector Improved Minor Collector Ramp Roundabout Trails Northeast FrederickLand Use PlanStaff Recommendations Area Plan 0 0.5 1 1.50.25 Miles µ The Comprehensive PlanDraft Business 1,128.29Extractive Mining 1,055.68Industrial3,516.82Institutional30.40MUIO1,337.19PUD731.24Recreation87.89Residential209.30Rural Community Center 3,087.55SNA0.00 Draft NELUP Acreages Land Use Legend Residential Planned Unit Development Business Mixed Use Industrial \ Office Extractive Mining Industrial Recreation Institutional Rural Community Center Urban Development Area Future Rt 37 BypassSewer and Water Service Area Attachment 2. a 476 City of Winchester §¨¦81 §¨¦81 §¨¦81 §¨¦81 £¤11 £¤50 £¤11 £¤522 £¤11 £¤11 ¬«7 ¬«7 ¬«7 ¬«7 ¬«37 MORRISONSRDKINGSPANWAY BAKERLNCOLELN SENSENYRD BR I C K KI L N R D BROOKE RDGREENWOODRDN F R E D ERI CKP I KEAPPLEPIERIDGERDMCGHEERDSTE P H E N S O N RD JOHNDEERECTYARDMASTERCT WHITEHALLRD JOR D A N SP R I N G S R DMICHAEL DRBRANSONSPRINGRD MORGANMILLRDHOPEWELL RD S I R J O HNS RD FORTCOLLI ERRDGREEN SPRIN G R D APPLEPIERIDGERDSNOWDEN BRIDGEBLVD BURNTFACTORYRDMILBURNRDLENOIR DRBERRYVILLE PI K EGLENDOBBIN RDWELLTOWNRDBRUCETOWN R D OLDCHARLESTOWNRD WOODBINE RD MARTINSBURG PIKEWARM SPRINGS RDPARKCENTER DRS PLEASANT VALLEY RDTYSON DRFROG HOLLOW RDPAYNE RDWELLTOWNRDWBROOKERDSHA D Y C R E E K R D PINE RD VALLEY MILL RDWAVERLY RDGUNCLUBRDMARTINSBURGPIKEROCKYFORD RDWOODSMILLRDEDDYS LNFAIR LNCEDARHILLRDREST CHURCH RDWRIGHT RDHIATT RD GRACECHURCHRD REDBUDRD Copyright:© 2013 National Geographic Society, i-cubed µ Area Plan Facilities ³n Elementary School ³n High School Community Facilities Recreation Water Resources Area Natural Resource & Recreation Areas Sensitive Natural Areas Rural Community Center Northeast Frederick Land Use PlanCommunity FacilitiesNatural, Historic, and RecreationalResources PlanWorking Group Draft The Comprehensive PlanDraft00.5 10.25 Miles Future Rt 37 BypassUrban Development Area Sewer and Water Service Area Attachment 2. b. 477 City of Winchester StephensonRural CommunityCenter Clear Brook & BrucetownRural CommunityCenter§¨¦81 §¨¦81 §¨¦81 §¨¦81 £¤11 £¤50 £¤11 £¤522 £¤11 £¤11 ¬«7 ¬«7 ¬«7 ¬«7 ¬«37 MORRISONSRDKINGSPANWAY BAKERLNCOLELN SENSENYRD BR I C K KI L N R D BROOKE RDGREENWOODRDN F R E D ERI CKP I KEAPPLEPIERIDGERDMCGHEERDSTE P H E N S O N RD JOHNDEERECTYARDMASTERCT WHITEHALLRD JOR D A N SP R I N G S R DMICHAEL DRBRANSONSPRINGRD MORGANMILLRDHOPEWELL RD S I R J O HNS RD FORTCOLLI ERRDGREEN SPRIN G R D APPLEPIERIDGERDSNOWDEN BRIDGEBLVD BURNTFACTORYRDMILBURNRDLENOIR DRBERRYVILLE PI K EGLENDOBBIN RDWELLTOWNRDBRUCETOWN R D OLDCHARLESTOWNRD WOODBINE RD MARTINSBURG PIKEWARM SPRINGS RDPARKCENTER DRS PLEASANT VALLEY RDTYSON DRFROG HOLLOW RDPAYNE RDWELLTOWNRDWBROOKERDSHA D Y C R E E K R D PINE RD VALLEY MILL RDWAVERLY RDGUN CLUB RDMARTINSBURGPIKEROCKYFORD RDWOODSMILLRDEDDYS LNFAIR LNCEDARHILLRDREST CHURCH RDWRIGHT RDHIATT RD GRACECHURCHRD REDBUDRD Copyright:© 2013 National Geographic Society, i-cubed µEastern Road Plan - Draft New Major Arterial Improved Major Arterial New Minor Arterial Improved Minor Arterial New Major Collector Improved Major Collector New Minor Collector Improved Minor Collector Ramp Roundabout Trails The Comprehensive PlanDraft00.5 10.25 Miles Northeast FrederickLand Use PlanTransportation MapWorking Group Draft Area Plan Future Rt 37 BypassSewer and Water Service AreaUrban Development Area Attachment 2. c. 478 City of Winchester StephensonRural CommunityCenter Clear Brook & BrucetownRural CommunityCenter§¨¦81 §¨¦81 §¨¦81 §¨¦81 £¤11 £¤50 £¤11 £¤522 £¤11 £¤11 ¬«7 ¬«7 ¬«7 ¬«7 ¬«37 MORRISONSRDKINGSPANWAY BAKERLNCOLELN SENSENYRD BR I C K KI L N R D BROOKE RDGREENWOODRDN F R E D ERI CKP I KEAPPLEPIERIDGERDMCGHEERDSTE P H E N S O N RD JOHNDEERECTYARDMASTERCT WHITEHALLRD JOR D A N SP R I N G S R DMICHAEL DRBRANSONSPRINGRD MORGANMILLRDHOPEWELL RD S I R J O HNS RD FORTCOLLI ERRDGREEN SPRIN G R D APPLEPIERIDGERDSNOWDEN BRIDGEBLVD BURNTFACTORYRDMILBURNRDLENOIR DRBERRYVILLE PI K EGLENDOBBIN RDWELLTOWNRDBRUCETOWN R D OLDCHARLESTOWNRD WOODBINE RD MARTINSBURG PIKEWARM SPRINGS RDPARKCENTER DRS PLEASANT VALLEY RDTYSON DRFROG HOLLOW RDPAYNE RDWELLTOWNRDWBROOKERDSHA D Y C R E E K R D PINE RD VALLEY MILL RDWAVERLY RDGUN CLUB RDMARTINSBURGPIKEROCKYFORD RDWOODSMILLRDEDDYS LNFAIR LNCEDARHILLRDREST CHURCH RDWRIGHT RDHIATT RD GRACECHURCHRD REDBUDRD Copyright:© 2013 National Geographic Society, i-cubed µProposed Lane Divides 4 Lane Limited Access w/ CD Lanes (if required) 6 Lane Divided 4 Lane Divided Northeast Frederick Land Use PlanTransportation Map - Lane DividesWorking Group Draft Area Plan The Comprehensive PlanDraft00.5 10.25 Miles Urban Development Area Sewer and Water Service Area Attachment 2. d. 479 File #4906R/CMM 1 November 11, 2022 Wyatt Pearson, AICP, Director Frederick County Department of Planning and Development 107 N. Kent Street Winchester, VA 22601 RE: NELUP Update – Property Owner Request – Business Land Use Designation Dear Mr. Pearson, I am writing on behalf of 1855 Rivendell LLC (c/o Croatan Capital II LLC) regarding the pending update of the Northeast Land Use Plan (NELUP). Specifically, the purpose of this letter is to request the inclusion of policy language that would enable consideration of mixed-use development proposals for property designated for Business land use. 1855 Rivendell LLC is the owner of approximately 5.78± acres at the intersection of Martinsburg Pike (U.S. Route 11) and Old Charles Town Road (VA Route 761) identified as PIN 44-A-42 and 44-A-43 and is currently engaged in efforts to acquire additional acreage that would create an assemblage totaling approximately 26.41± acres. The working group draft of the NELUP Land Use Plan map designates this acreage for Business land use. Consistent with this recommended land use, 1855 Rivendell LLC intends to develop the assemblage with community-serving commercial uses, to include, but not limited to, retail, restaurants, and personal service establishments, and is actively pursuing a grocery tenant to anchor the complex. In formulating the development program for the assemblage, 1855 Rivendell LLC concluded that the inclusion of a multi-family residential component with the planned commercial uses would result in a more dynamic node of activity for the surrounding community. As envisioned by 1855 Rivendell LLC, such residential uses would be developed as a complementary, walkable element of the complex, and whose residents would provide added vitality for the primary commercial uses. Such a use mix would therefore promote the long-term sustainability of commercial investment in the complex, which would accrue benefits to both 1855 Rivendell LLC and Frederick County. However, as currently described by the draft NELUP, developing a mixed-use program is not supported under the Business land use designation, and would therefore not withstand scrutiny during the rezoning process. As such, 1855 Rivendell LLC respectfully requests that the Planning Commission and Board of Supervisors consider adding policy language to the NELUP enabling development of mixed-use centers on land designated for Business land use within the Sewer and Water Service Area (SWSA). Moreover, in the context of the NELUP, it is expected such policy would clarify that a mixed-use center would include multi-family residential uses as a secondary and complementary component of a predominantly commercial land use program. Regarding implementation, it is requested that the policy language allow for multiple zoning approaches, to Attachment 3. a. 480 File #7618C/CMM 2 include mixing residential and commercial zoning districts, even when outside the UDA, or applying the TNDB Traditional Neighborhood Design-Business Overlay District. Please do not hesitate to contact me should you need any additional information to help facilitate the policy development process. Thank you for your assistance. Sincerely, er Mohn, AICP, Vice President/Director of Planning Greenway Engineering, Inc. cc: 1855 Rivendell LLC 481 117 E. Piccadilly St. Suite 200 Winchester, VA. 22601 T: 540-667-2139 F: 540-665-0493 www.pennoni.com November 10, 2022 Mr. Wyatt Pearson, AICP Planning Director Frederick County Planning and Development 107 N. Kent Street Winchester, VA 22601 RE: 2022 Northeast Land Use Plan Update Developer Comment Dear Wyatt, We greatly appreciate all the thought and effort that Frederick County has put into the proposed Northeast Land Use Plan (NELUP) update. It is clear from the documents presented to the greater community that the Frederick County Comprehensive Plan update seeks to continue to excellent guidance and standards for future development in our community. Our design team, put into place by a developer seeking to potentially implement and invest in the NELUP area would like to share our thoughts and suggestions upon reviewing the current and future plans. Please accept and consider this letter and any attached documents as our formal comment to aid and advance the update of the Northeast Land Use Plan. Our team would like to present two suggested amendments to the proposed plan update. The two amendments consider the Brucetown Rural Community Center (RCC) area plan limits and the future Hopewell Road transportation network improvements. We will discuss both individually. The Brucetown RCC plan view mapping currently extends fully to I-81. The draft NELUP text clearly indicates that the commercial land bays west of Route 11 Martinsburg Pike and east of I-81 should capitalize and leverage the opportunities presented by the existing exit ramps at exit 321. Furthermore, the text for this RCC notes that the western boundary limits extend to the rail lines and Route 11. We note that the graphic limits throughout show the RCC boundary extending fully to Interstate 81 on the west. We would like to suggest that the Brucetown RCC limits extend westerly up to Route 11 Martinsburg Pike in all graphics and text. The NELUP transportation plan currently shows a re-alignment of Hopewell Road with Brucetown Road. This realignment occurs at Martinsburg Pike approximately 1,000 feet east of the Interstate 81 exit 321 exit ramps. The current update does not propose any changes to this future roadway alignment. We recognize the need to improve the existing transportation patterns in the vicinity of I-81 exit 321 and Hopewell Road/Brucetown Road/Route 11. We also recognize that future development of this area will result in increased traffic that must accommodate this traffic at adequate levels of service. We would like Frederick County Staff and the Board of Supervisors to consider our proposed re-alignment presented in the attached exhibit. We reached this design conclusion only after significant analysis and review of the existing conditions that will impact any future transportation network improvements in this location. The proposed Hopewell Road re-alignment configuration we propose will move the current Route 11 intersection to the north approximately 1,400 feet, or a ¼ mile, from its current location. This would allow for the closure of one rail crossing and significantly improve the intersection spacing between Hopewell and Brucetown roads. This would also greatly reduce very costly impacts to existing power, sanitary sewer and waterline infrastructure that a roadway constructed in the current Attachment 3. b. 482 November 10, 2022 Page 2 Fredrick County Planning and Development Northeast Land Use Plan Update Developer Comments re-alignment would have. Finally, this proposed northerly re-alignment would allow the large commercially planned tract to the north of Hopewell Road to have access for future businesses off Hopewell Road. Any services related and central to pass through Interstate traffic would remain west of Route 11 and not impact areas within the RCC focused more on the local community. As stated earlier, we have attached exhibits to further illustrate the recommendations that we urge the Frederick County Board of Supervisors to consider applying to the NELUP update. The proposed re-alignment of Hopewell Road is the result of focused technical and economic conversations with private stakeholders, VDOT and experienced transportation planners. We believe it is a safer and more financially feasible alternative to provide for the NELUP transportation needs in the future. We are prepared to engage with staff and stakeholders as needed to discuss the merits of this roadway re-alignment alternative and would like to see it adopted in the 2022 NELUP update. Thank you, again to staff, officials, and local citizens for all the efforts to put forward this plan update and presenting it to the greater community. We believe that our recommendations will improve an already excellent document guiding the future growth and development of the county. Please do not hesitate to contact us should you have any questions or comments on our Developers Comments as presented. PENNONI 483 484 Attachment 3. c. 485 486 487 488 489 490 491 492 493 494 495 Page 1 of 3 John H. Foote (703) 680-4664 Ext. 5114 jfoote@thelandlawyers.com Fax: (703) 680-6067 November 23, 2022 Via E-Mail Only Wyatt Pearson Planning Director Frederick County Planning and Development 107 N. Kent Street Winchester, VA 22601 Re: Fruit Hill - NELUP Designation Change from Mixed-Use Industrial \ Office to Industrial Dear Mr. Pearson: This letter is written on behalf of Equus Capital Partners, Ltd., regarding the pending update of the Comprehensive Plan’s Northeast Land Use Plan (NELUP). As you know, Equus is the contract purchaser of land identified as PINs 33-(9)-1A; 33-(A)-89; and 33-(A)-90, which consists of approximately 220.06 acres off of the 323 Interchange at I-81 (collectively the “Property”). The Property is designated in the existing NELUP as Mixed Use Industrial \ Office (MUIO), but the Applicant believes that the Property would be more appropriately designated as Industrial. Throughout the NELUP update process, and Equus’ related rezoning of the Property, Equus has consistently raised several reasons for the suggested change. This letter restates those previous justifications for the convenience of the Frederick County Planning Department, Planning Commission, and Board of Supervisors as they continue review of the latest NELUP draft. Equus endorses the NELUP citizen committee and CPPC's recommendation of Industrial most importantly because MUIO uses have not been supported by market activity, and do not appear likely to be supported in the foreseeable future. When drafting a Comprehensive Plan, a County is tasked with establishing a vision for an area, to be sure, but for most uses it is the private market that must ultimately finance and develop the plan. As a result, all Comprehensive Plans should incorporate an element of market realism, otherwise the vision is aspirational only. In Frederick County, the MUIO designation has proved to be unachievable in the private market, Attachment 3. d. 496 Page 2 of 3 at least for this Property. For a number of years the Property owner has unsuccessfully sought development opportunities to match the County’s presently identified plan, but without success. The land has been for sale for some time and will develop, but the MUIO designation has proved to be an impediment to that development because it has been a negative factor in the analysis of otherwise beneficial and productive uses of the site. Particularly problematic is that the entire Property bears this MUIO designation, effectively discouraging investment across roughly 220 acres of land intended for more productive uses. While the market has not responded to the MUIO designations, there is an undeniable, significant, and immediate need for light industrial uses in the County. This trend is driven partly by broader changes in the global market, such as the growth of online purchasing, and more interconnected regional, nationwide, and international markets. It is also driven by local demand. Many Frederick County businesses have expressed to Equus a need for local warehousing and distribution facilities to support their operations. They are currently being forced to look outside of the County for these facilities, and the provision of nearby space could satisfy local as wells as regional market needs and give Frederick County businesses a competitive advantage in the broader market. Equus has also said that it is interested in developing cold storage facilities, which would require the substantial power that is nearby, and which makes this Property uniquely located for such a use. It does not want to see the land developed residentially or with uses that do not contribute to the County’s well-being. Equus has also looked at the possibility of data center use on the site, and while the EDA staff has suggested that there is a potential market for such centers that could include this property, Equus requested, but has been offered, no information that supports this and is aware that there is no fiber optic cable in the vicinity, a consideration essential to their development. Equus’s own enquiries with brokers and others with knowledge have failed to reveal an active market for data centers in this part of the County. This is not to say that it would be dismayed if a data center user were to emerge, for such users are very desirable. It is just that Equus does not foresee that possibility. Further and related to the above, changing the designation from MUIO to Industrial will allow the County to meet other established goals that are already in its Comprehensive Plan. One of these is the construction of a roadway across the Property that is intended eventually to alleviate traffic congestion on I-81. As the pending rezoning application for the Property demonstrates, private enterprise is willing and able to respond to these current market needs and to produce revenue for the County, produce business opportunities for residents, and advance future goals. Changing the land use designation as requested would facilitate development that is ready to occur, and, by extension, allow for that roadway to be started. All of these benefits remain unlikely to accrue to the County’s benefit without a change in the Property’s designation. Thank you for the opportunity to provide input on this matter and your ongoing efforts on the NELUP. Should you have any additional questions, please do not hesitate to contact me. 497 Page 3 of 3 Very truly yours, WALSH, COLUCCI, LUBELEY & WALSH, P.C. John H. Foote JHF/ktr cc: Kevin Rivera, Esq., WCLW Brian Prater, Esq., WCLW Marian Harders, WCLW Bob Dwyer Dan DiLella 498 APPENDIX I - AREA PLANS Northeast Land Use Plan 1 NORTHEAST FREDERICK LAND USE PLAN (NELUP) -INCLUDING TEXT APPROVED WITH THE FOLLOWING AMENDMENTS: •MCCANN-SLAUGHTER AMENDMENTApproved by the Board of Supervisors on August 13, 2014 •BLAIN AMENDMENTApproved by the Board of Supervisors on February 25, 2015 Attachment 4. 499 APPENDIX I - AREA PLANS Northeast Land Use Plan 2 The Northeast Frederick Land Use Plan, NELUP, was approved by the Board of Supervisors on July 14th, 2011. At that time, the series of four maps detailing the Plan were approved. Text describing the Plan was not included. Subsequently, the two amendments to this plan noted above have included a text component. The text component of the plan follows. 500 APPENDIX I - AREA PLANS Northeast Land Use Plan 3 MCCANN-SLAUGHTER AMENDMENT (BOS APPROVED AUGUST 13, 2014) The Comprehensive Plans and Programs Committee (CPPC), at their April 14, 2014 meeting, recommended that the following amendment be incorporated into the Northeast Land Use Plan: The CPPC proposed the following balanced approach as an amendment to the Northeast Land Use Plan for the McCann-Slaughter properties located near the intersection of Martinsburg Pike (Route 11) and Old Charlestown Road (Route 761). This location has historically been identified as a Sensitive Natural Area (SNA) due to the environmental and historical features on and around the site, most notably Stephenson’s Depot. •Protection of the environmental features of the site. •Preservation of those areas identified with NSA’s and development limited tothose areas to the south of the NSA’s and south of McCann’s Road. •Utilizing McCann’s Road and other historical features, such as Milburn Road,as features to be protected and potentially used in a manner that promotestheir historical context (an extension of the historical trail system in the area). •An O.M. (Mixed Use Office/Industrial) land use designation. •Access to be provided via a new north south road that would generally beadjacent to the border of the Sensitive Natural Area (SNA) providing accessfrom Old Charles Town Road to McCann’s Lane and the southern portion ofthe property. Ultimately, Route 37 would divide the southern portion of theproperty. No access would be permitted to McCann’s Lane for vehicular accessto Martinsburg Pike or Milburn Road. Subsequently, the proposal was further evaluated to determine if other elements could be incorporated into the proposed amendment that would further ensure the environmental, historical, and development resources were protected, promoted, and sensitively integrated together in this balanced amendment to the Northeast Land Use Plan. To that end, the following items should be addressed with the future development of this area. •A buffer adjacent to McCann’s Lane that is approximately 50’ in width (from thecenterline). Contained within this area; native landscape plantings and preservationof the existing hedgerows aimed at preserving this resource and its character,interpreting the historical landscape, and buffering the future development. •A transitional buffer between the existing floodplain and future land uses thatpromotes environmental best management practices and buffers the historical SNAfrom the future land uses (landscaping, building height transitions, view sheds). Thisbuffer may include areas of the identified environmental resources. •The ability to include a small area of neighborhood commercial land use in support ofthe proposed OM land use. This would be located in the northern portion of the OMland use adjacent to the future road. •An interpretive trail head/parking area in the northern portion of this area adjacent 501 APPENDIX I - AREA PLANS Northeast Land Use Plan 4 to the proposed road could be incorporated into the design of the project, potentially in conjunction with a small area of neighborhood commercial. The interpretation may be reflective of the environmental and historical resources of the site and area. •The CPPC recommended the OM land use designation extends to the center of thestream. (A subsequent evaluation of this indicated it would be more appropriate tohave the edge of the ultimate floodplain be the common boundary as a floodplain is,by definition in the 2030 Comprehensive Plan, an identified Sensitive Natural Area). •The location and design of the road should be sensitive to the environmental andhistorical resources and should have minimal impact. •Historical signage consistent with currently used signage should be provided. •Historically relevant features, such as split rail fences, should be considered as afeature of the future development. But care should be taken to ensure the characterof the resource isn’t changed. •Appropriate traffic controls should be provided on McCann’s Lane to ensure that it isused only for pedestrian and bicycle users. In general, balance was maintained as the overarching theme of the discussion of the CPPC, and subsequently, the discussion of the ad-hoc CPPC/HRAB group. 502 APPENDIX I - AREA PLANS Northeast Land Use Plan 5 BLAIN PROPERTIES AMENDMENT (BOS APPROVED FEBRUARY 25, 2015) Approved language: The area of land use northwest of Exit 321, Interstate 81, Hopewell Road, and south of Cedar Hill Road is commercial and industrial in character. In general, the north–south major collector road that has been identified and is necessary to support this area of land use serves as a boundary between the commercial and industrial land uses. Flexibility should be offered in the final balance and location of land uses. Future applications for rezoning in this area shall adequately address any potential impacts to public facilities, in particular transportation, and shall implement any necessary transportation improvements. 503 [j ³n³n ³n ³n ³n City of Winchester StephensonRural CommunityCenter Clear Brook & BrucetownRural CommunityCenter§¨¦81 §¨¦81 §¨¦81 £¤11 £¤50 £¤522 £¤11 £¤11 ¬«7 ¬«7 ¬«7 ¬«37 Copyright:© 2013 National Geographic Society, i-cubed 0 0.5 1 1.50.25 Miles µ ³n Existing Elementary ³n Existing High School [j Existing Park Eastern Road Plan New Major Arterial Improved Major Arterial New Minor Arterial Improved Minor Arterial New Major Collector Improved Major Collector New Minor Collector Improved Minor Collector Ramp Roundabout Trails Northeast FrederickLand Use Plan Area Plan The Comprehensive PlanAdopted November 10, 2021 Urban Development Area Future Rt 37 BypassSewer and Water Service Area Land Use Legend Residential Planned Unit Development Urban Center Business B2 / B3 Heavy Industrial Mixed Use Industrial \ Office Extractive Mining wwwwwwwwwwwwwwwwwwww Warehouse Industrial Natural Resources & Recreation Fire & Rescue Institutional School Rural Community Center Sensitive Natural Areas Park Interstate Buffer High-Density Residential, 12-16 u/a Residential, 4 u/a Mixed-Use Attachment 5. 504 City of Winchester StephensonRural CommunityCenter Clear Brook & BrucetownRural CommunityCenter§¨¦81 §¨¦81 §¨¦81 £¤11 £¤50 £¤522 £¤11 £¤11 ¬«7 ¬«7 ¬«7 ¬«37 Copyright:© 2013 National Geographic Society, i-cubed µ Area Plan Facilities ³n Elementary School ³n High School [j Park Community Facilities Elementary School Middle School High School Fire & Rescue Station Park Future Park Water Resources Area Natural Resource & Recreation Areas Sensitive Natural Areas Rural Community Center Northeast Frederick Land Use PlanCommunity FacilitiesNatural and RecreationalResources Plan The Comprehensive PlanAdopted November 10, 202100.5 10.25 Miles Future Rt 37 BypassUrban Development Area Sewer and Water Service Area 505 City of Winchester StephensonRural CommunityCenter Clear Brook & BrucetownRural CommunityCenter§¨¦81 §¨¦81 §¨¦81 £¤11 £¤50 £¤522 £¤11 £¤11 ¬«7 ¬«7 ¬«7 ¬«37 Copyright:© 2013 National Geographic Society, i-cubed µEastern Road Plan New Major Arterial Improved Major Arterial New Minor Arterial Improved Minor Arterial New Major Collector Improved Major Collector New Minor Collector Improved Minor Collector Ramp Roundabout Trails The Comprehensive PlanAdopted November 10, 202100.5 10.25 Miles Northeast FrederickLand Use PlanTransportation Map Area Plan Future Rt 37 BypassSewer and Water Service AreaUrban Development Area 506 City of Winchester StephensonRural CommunityCenter Clear Brook & BrucetownRural CommunityCenter§¨¦81 §¨¦81 §¨¦81 £¤11 £¤50 £¤522 £¤11 £¤11 ¬«7 ¬«7 ¬«7 ¬«37 Copyright:© 2013 National Geographic Society, i-cubed µProposed Lane Divides 4 Lane Limited Access w/ CD Lanes (if required) 6 Lane Divided 4 Lane Divided Northeast Frederick Land Use PlanTransportation Map - Lane Divides Area Plan The Comprehensive PlanAdopted November 10, 202100.5 10.25 Miles Urban Development Area Sewer and Water Service Area 507 Planning Commission Agenda Item Detail Meeting Date: December 7, 2022 Agenda Section: Other Title: Current Planning Applications Attachments: 508